WO2021131082A1 - Precast concrete member - Google Patents

Precast concrete member Download PDF

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Publication number
WO2021131082A1
WO2021131082A1 PCT/JP2020/005367 JP2020005367W WO2021131082A1 WO 2021131082 A1 WO2021131082 A1 WO 2021131082A1 JP 2020005367 W JP2020005367 W JP 2020005367W WO 2021131082 A1 WO2021131082 A1 WO 2021131082A1
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WIPO (PCT)
Prior art keywords
reinforcing bar
precast concrete
sheath pipe
joint
main reinforcing
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PCT/JP2020/005367
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French (fr)
Japanese (ja)
Inventor
高津　比呂人
全 高尾
正倫 山口
栄俊 伊藤
太田　義弘
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株式会社竹中工務店
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Application filed by 株式会社竹中工務店 filed Critical 株式会社竹中工務店
Publication of WO2021131082A1 publication Critical patent/WO2021131082A1/en

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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
    • E04B1/21—Connections specially adapted therefor
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/38—Connections for building structures in general
    • E04B1/58—Connections for building structures in general of bar-shaped building elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/30—Columns; Pillars; Struts
    • E04C3/34—Columns; Pillars; Struts of concrete other stone-like material, with or without permanent form elements, with or without internal or external reinforcement, e.g. metal coverings
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/16—Auxiliary parts for reinforcements, e.g. connectors, spacers, stirrups
    • E04C5/18—Spacers of metal or substantially of metal

Definitions

  • This disclosure relates to precast concrete members.
  • Japanese Unexamined Patent Publication No. 2018-178365 describes a joint joining coupler for quickly and surely joining beam main bars in on-site joining work of precast concrete members.
  • This joint joining coupler has a cylindrical shape having two types of outer diameters, and a female threaded portion is formed in the small diameter portion. Then, a joint reinforcing bar is screwed into this female threaded portion.
  • a large-diameter portion, a small-diameter portion, a female screw portion, and the like are formed in the joint joining coupler shown in JP-A-2018-178365.
  • Mechanical joints, such as this joint coupling coupler, which have a shape that is difficult to extrude or press mold and require a predetermined strength, are generally molded using a mold.
  • the present disclosure provides a precast concrete member capable of ensuring the strength of a reinforcing bar joint without using a mechanical joint.
  • the precast concrete member of the first aspect includes a main reinforcing bar embedded in the precast concrete, a sheath pipe embedded in the precast concrete along the main reinforcing bar, and a sheath pipe into which the joint main reinforcing bar is inserted and fixed, and the sheath pipe and the main. It has a reinforcing bar that surrounds the reinforcing bar and is integrated with the sheath tube.
  • the sheath pipe is buried along the main reinforcing bar embedded in the precast concrete.
  • the joint main reinforcing bar and the main reinforcing bar form a lap joint.
  • the strength of the lap joint may be determined by the adhesive strength between the outer peripheral surface of the sheath pipe and concrete.
  • the sheath pipe and the reinforcing bar surrounding the main reinforcing bar are integrated with the sheath pipe. Therefore, the adhesive strength is improved and the length of the lap joint can be shortened. In addition, the strength of the joint can be ensured.
  • the precast concrete member of the second aspect is the precast concrete member of the first aspect, and a groove portion in which the reinforcing bar in a ring shape is engaged is formed on the outer peripheral surface of the sheath pipe.
  • the ring-shaped reinforcing bar engages with the groove on the outer peripheral surface of the sheath pipe to become one with the sheath pipe. For this reason, it is easier to arrange the reinforcing bars as compared with the configuration in which the reinforcing bars and the sheath pipe are integrated by welding.
  • the precast concrete member of the second aspect is the precast concrete member according to the first or second aspect, the precast concrete is a column member, and hoop bars are arranged between reinforcing bars.
  • the reinforcing reinforcement is unlikely to interfere with the reinforcement work of the hoop reinforcement.
  • the strength of the reinforcing bar joint can be ensured without using the mechanical joint.
  • FIG. 5 is a vertical cross-sectional view showing a state in which a beam member is dropped from above a column member in a method of joining a precast concrete member according to an embodiment of the present disclosure. It is a vertical cross-sectional view which shows the state which the column member is dropped from above the beam member in the method of joining the precast concrete member which concerns on embodiment of this disclosure.
  • each component is not limited to one, and may exist in a plurality of components.
  • description of overlapping configurations and symbols in the drawings may be omitted.
  • the present disclosure is not limited to the following embodiments, and may be carried out with appropriate changes such as omitting the configuration or replacing it with a different configuration within the scope of the purpose of the present disclosure.
  • FIG. 1A shows the pillar member 20.
  • the pillar member 20 is a member made of precast concrete, and is transported to a construction site after being molded at a factory.
  • the column member 20 is an example of the precast concrete member in the present disclosure.
  • the main reinforcing bar 22, the hoop bar 24, the sheath pipe 30, and the reinforcing bar 40 are embedded in the column member 20.
  • the main reinforcing bar 22 is a column main reinforcing bar arranged inside the column member 20 along the axial direction of the column member 20 (direction along the alternate long and short dash line CL). A plurality of main reinforcing bars 22 are embedded along the outer peripheral surface of the column member 20 at predetermined intervals.
  • One end 22E of the main reinforcing bar 22 protrudes from one end face of the column member 20. Further, the other end portion 22F of the main reinforcing bar 22 forms an overlapping joint G with the joint main reinforcing bar 22A described later. In order to form the overlapping joint G, the main reinforcing bar 22 is formed with the bent portion 22C, and the end portion 22F is arranged inside the column member 20 from the end portion 22E.
  • the hoop bar 24 is a shear reinforcing bar arranged around the main reinforcing bar 22 when viewed from the direction along the axial direction of the column member 20.
  • a plurality of hoop muscles 24 are arranged along the axial direction of the pillar member 20 with a predetermined interval P1. Further, as shown in FIG. 1B, the hoop muscle 24 is arranged so as to surround the sheath tube 30 at the portion forming the overlapping joint G.
  • the sheath tube 30 shown in FIG. 1A is, for example, a tubular tube formed of a hot-dip galvanized steel plate. Further, the sheath pipe 30 is embedded in the column member 20 and opens to the other end surface of the column member 20 (the end surface in which the end portion 22E of the main reinforcing bar 22 does not protrude). As shown in FIG. 1B, the sheath pipe 30 is arranged along each of the main reinforcing bars 22 embedded in the column member 20. Further, the sheath pipe 30 is arranged outside the column member 20 from the main reinforcing bar 22.
  • One end of the joint main reinforcing bar 22A is inserted into the sheath pipe 30.
  • a grout material is injected between the joint main reinforcing bar 22A and the inner wall of the sheath pipe 30 in a state where one end of the joint main reinforcing bar 22A is inserted into the sheath pipe 30.
  • a lap joint is formed between the joint main reinforcing bar 22A and the main reinforcing bar 22.
  • the end portion 22E of the main reinforcing bar 22 is arranged on the center line of the sheath pipe 30 and the extension line of the joint main reinforcing bar 22A.
  • the joint main reinforcing bar 22A and the end portion 22E of the main reinforcing bar 22 are arranged substantially in a straight line.
  • the other end of the joint main reinforcing bar 22A may be directly embedded in another precast concrete member, or may be inserted into a sheath pipe embedded in another precast concrete member.
  • the other end of the joint main reinforcing bar 22A may be embedded in cast-in-place concrete.
  • the reinforcing bar 40 is a split reinforcing bar formed in an annular shape (ring shape).
  • the reinforcing bar 40 surrounds the sheath pipe 30 and the main reinforcing bar 22 and is integrated with the sheath pipe 30.
  • the method of integrating the reinforcing bar 40 and the sheath pipe 30 is not particularly limited, and methods such as welding and adhesion can be arbitrarily adopted.
  • the reinforcing bar 40 is arranged with a gap between it and the main reinforcing bar 22.
  • the gap between the reinforcing bar 40 and the main reinforcing bar 22 is filled with concrete forming the column member 20.
  • the minimum dimension of this gap is preferably formed to be larger than 5 mm as an example. As a result, at least fine aggregates and cement having a diameter of 5 mm or less forming concrete are filled in the gaps.
  • a plurality of reinforcing bars 40 are arranged along the axial direction of the column member 20 with a predetermined interval P2.
  • This interval P2 is equal to the interval P1 of the hoop muscle 24.
  • the reinforcing bar 40 is arranged without interfering with the hoop bar 24.
  • the intervals P1 and P2 are the same in terms of design dimensions, but there may be a difference in the degree of construction error.
  • a beam member 50 is joined to the column member 20 at a construction site. Specifically, the column members 20 and the beam members 50 are fixed to each other in a state where the beam members 50 are sandwiched between the two column members 20 arranged one above the other.
  • the lower pillar member 20 may be referred to as a pillar member 20D
  • the upper pillar member 20 may be referred to as a pillar member 20U, if necessary.
  • the beam member 50 is a precast concrete member in which a joint portion 52 and a beam end portion 54 for joining the beam body to the column member 20 are integrated.
  • a beam body (not shown) is joined to the beam end portion 54.
  • the shape of the joint portion 52 in a plan view is substantially the same as that of the pillar member 20.
  • a sheath pipe 56 is embedded in the joint portion 52.
  • the sheath pipe 56 is arranged at the same position as the sheath pipe 30 in the pillar member 20 in a plan view in which the joint portion 52 and the pillar member 20 are overlapped with each other. Further, the upper and lower end portions of the sheath pipe 56 are opened to the upper and lower end surfaces of the joint portion 52, respectively. That is, the sheath tube 56 is arranged so as to penetrate the joint portion 52.
  • the column member 20D, the beam member 50, and the column member 20U are arranged in this order from the bottom.
  • the sheath pipe 56 of the beam member 50 and the sheath pipe 30 of the column member 20U form an insertion hole communicating with each other.
  • the main reinforcing bar 22 of the column member 20D is inserted into this communication hole.
  • the communication holes are filled with grout.
  • the column member 20D is installed at a predetermined position.
  • the joint main reinforcing bar 22A protruding from the installation location is inserted into the sheath pipe 30 opened at the lower end surface of the column member 20D. Further, grout is injected into the sheath pipe 30 to fix the pillar member 20D at the installation location.
  • the installation location can be any location such as foundation beams, slabs, and columns. Further, these foundation beams, slabs, columns and the like may be cast-in-place concrete or precast concrete.
  • the beam member 50 is placed on the column member 20D.
  • the beam member 50 is weighted by a crane, and is dropped into the sheath pipe 56 of the joint portion 52 so that the main reinforcing bar 22 protruding from the upper end surface of the column member 20D is inserted.
  • the column member 20D and the beam member 50 are arranged with a gap (not shown) in the vertical direction via a spacer or the like.
  • the column member 20U is placed on the beam member 50.
  • the column member 20U is weighted with a crane and dropped.
  • the main reinforcing bar 22 of the column member 20D protruding from the upper end surface of the beam member 50 is inserted into the sheath pipe 30 of the column member 20U.
  • the beam member 50 and the column member 20U are arranged with a gap between them via a spacer or the like.
  • the sheath pipe 30 is embedded along the main reinforcing bar 22 embedded in the precast concrete.
  • the joint main reinforcing bar 22A and the main reinforcing bar 22 form a lap joint.
  • the strength of the lap joint may be determined by the adhesive strength between the outer peripheral surface of the sheath pipe 30 and the concrete.
  • the reinforcing bar 40 surrounding the sheath pipe 30 and the main reinforcing bar 22 is integrated with the sheath pipe 30. Therefore, the adhesive strength is improved and the length of the lap joint can be shortened. In addition, the strength of the joint can be ensured.
  • the strength of the reinforcing bar joint can be ensured without using a mechanical joint such as a coupler formed by using cast iron, for example.
  • the hoop bars 24 are arranged between the reinforcing bars 40. Therefore, the hoop muscle 24 and the reinforcing muscle 40 do not interfere with each other. As a result, the reinforcing bar 40 is unlikely to interfere with the bar arrangement work of the hoop bar 24.
  • the outer peripheral surface of the sheath tube 30 is formed smoothly as shown in FIG. Therefore, the reinforcing bar 40 can be fixed at an arbitrary position.
  • the reinforcing bar 40 can be fixed at an arbitrary position.
  • the sheath tube 30 according to the present embodiment does not have such a convex portion.
  • the spacing of the reinforcing bars 40 can be adjusted to an arbitrary value according to the spacing of the hoop bars 24.
  • “smoothly” and “no convex portion is formed” do not mean only a state in which no unevenness is present.
  • the embodiment of the present disclosure includes a state in which irregularities such as embossing and burrs formed in the manufacturing process are formed to such an extent that the arrangement of the reinforcing bars 40 is not affected.
  • the interval P2 of the reinforcing bars 40 is constant, but the embodiment of the present disclosure is not limited to this.
  • the spacing between the reinforcing bars 40 may be changed according to the axial direction of the column member 20.
  • the spacing P3 of the reinforcing bars 40 around the end 22F of the main reinforcing bar 22 and the end 22AF of the joint main reinforcing bar 22A is smaller than the spacing P4 of the reinforcing bars 40 in other parts.
  • the outer peripheral surface of the sheath tube in the present disclosure does not have to be formed smoothly.
  • the outer peripheral surface may have a bellows-like shape.
  • concave portions (groove portions) 32A and convex portions (mountain portions) 32B are alternately formed on the outer peripheral surface along the axial direction of the column member 20.
  • the reinforcing bar 40 can be engaged with the recess 32A.
  • stress can be easily transmitted between the sheath pipe 32 and the reinforcing bar 40.
  • the sheath pipe 32 and the reinforcing bar 40 can be integrated without joining the sheath tube 32 and the reinforcing bar 40, or by a simple joining.
  • the hoop muscle 24 can be engaged with the recess 32A. This makes it easy to arrange the hoop muscles 24.
  • the adhesive force between the sheath pipe and concrete can be increased.
  • the "reinforcing bar integrated with the sheath pipe” in the present disclosure means, like the reinforcing bar 40 engaged with the recess 32A of the sheath pipe 32, inside the precast concrete member and between the sheath pipe. Anything that can transmit stress will do. That is, the sheath pipe and the reinforcing bar do not necessarily have to be joined by means such as welding or adhesion.
  • the reinforcing bar 40 is formed in an annular shape, but the embodiment of the present disclosure is not limited to this.
  • the reinforcing bar 42 shown in FIG. 7 may be formed in a spiral shape.
  • a method (so-called reverse piercing method) may be adopted in which the main reinforcing bar 22 protruding from the lower end of the column member 20U is inserted into the sheath pipe 30 opened at the upper end of the column member 20D. .. That is, the arrangement direction of the pillar member 20 is arbitrary.
  • the column members 20U, 20D and the beam member 50 as the precast concrete member has been described, but the embodiment of the present disclosure is not limited to this.
  • the column members 20U and 20D can be joined without using the beam member 50.
  • the precast concrete member can be a beam member instead of a column member.
  • the beams can be joined to each other.
  • the present disclosure can be carried out in various aspects.

Abstract

This precast concrete member has: main reinforcing bars embedded in precast concrete; sheath tubes which are embedded in the precast concrete along the main reinforcing bars and to which joint main reinforcing bars are inserted and fixed; and auxiliary reinforcing bars which encircle the sheath tubes and the main reinforcing bars and which are integrated with said sheath tubes.

Description

プレキャストコンクリート部材Precast concrete member
　本開示は、プレキャストコンクリート部材に関する。 This disclosure relates to precast concrete members.
　特開２０１８－１７８３６５号公報には、プレキャストコンクリート部材の現場接合作業において、梁主筋を迅速かつ確実に接合するための継手接合カプラーが記載されている。この継手接合カプラーは、２種類の外径を有する円筒形状からなり、小径部には雌ねじ部が形成されている。そしてこの雌ねじ部に、接合鉄筋が螺合される。 Japanese Unexamined Patent Publication No. 2018-178365 describes a joint joining coupler for quickly and surely joining beam main bars in on-site joining work of precast concrete members. This joint joining coupler has a cylindrical shape having two types of outer diameters, and a female threaded portion is formed in the small diameter portion. Then, a joint reinforcing bar is screwed into this female threaded portion.
　特開２０１８－１７８３６５号公報に示された継手接合カプラーには、大径部、小径部、雌ねじ部等が形成されている。この継手接合カプラーのように、押出成型やプレス成型が難しい形状で、かつ、所定の強度が求められる機械式継手は、一般的に鋳型を用いて成型される。 A large-diameter portion, a small-diameter portion, a female screw portion, and the like are formed in the joint joining coupler shown in JP-A-2018-178365. Mechanical joints, such as this joint coupling coupler, which have a shape that is difficult to extrude or press mold and require a predetermined strength, are generally molded using a mold.
　１つの鋳型からは１種類の成型品しか製造できない。このため、接続鉄筋の径に応じて複数種類の鋳型を製造する必要がある。また、寸法精度や必要強度の確保のためには、高い鋳造技術が必要となる。 Only one type of molded product can be manufactured from one mold. Therefore, it is necessary to manufacture a plurality of types of molds according to the diameter of the connecting reinforcing bar. In addition, high casting technology is required to ensure dimensional accuracy and required strength.
　このため、機械式継手は少ロットで製造することが難しく、建設現場毎の細かいニーズに対応し難い。また、需要者は、一定以上の品質の機械式継手を安定的にかつ安価で確保することが難しい。 For this reason, it is difficult to manufacture mechanical fittings in small lots, and it is difficult to meet the detailed needs of each construction site. In addition, it is difficult for consumers to secure stable and inexpensive mechanical joints of a certain quality or higher.
　本開示は上記事実を考慮して、機械式継手を用いずに鉄筋継手の強度を確保できるプレキャストコンクリート部材を提供する。 In consideration of the above facts, the present disclosure provides a precast concrete member capable of ensuring the strength of a reinforcing bar joint without using a mechanical joint.
　第１態様のプレキャストコンクリート部材は、プレキャストコンクリートに埋設された主鉄筋と、前記主鉄筋に沿って前記プレキャストコンクリートへ埋設され、継手主鉄筋が挿入固定されるシース管と、前記シース管及び前記主鉄筋を取り囲み前記シース管と一体とされた補強筋と、を有する。 The precast concrete member of the first aspect includes a main reinforcing bar embedded in the precast concrete, a sheath pipe embedded in the precast concrete along the main reinforcing bar, and a sheath pipe into which the joint main reinforcing bar is inserted and fixed, and the sheath pipe and the main. It has a reinforcing bar that surrounds the reinforcing bar and is integrated with the sheath tube.
　第１態様のプレキャストコンクリート部材によると、プレキャストコンクリートに埋設された主鉄筋に沿ってシース管が埋設されている。このシース管へ継手主鉄筋を挿入固定することで、継手主鉄筋と主鉄筋とが重ね継手を構成する。 According to the precast concrete member of the first aspect, the sheath pipe is buried along the main reinforcing bar embedded in the precast concrete. By inserting and fixing the joint main reinforcing bar into the sheath pipe, the joint main reinforcing bar and the main reinforcing bar form a lap joint.
　重ね継手の強度は、シース管の外周面とコンクリートの付着強度によって決まる場合がある。本態様では、シース管と主鉄筋を取り囲む補強筋が、シース管と一体とされている。このため付着強度が向上し、重ね継手長さを短くすることができる。また、継手の強度を確保できる。 The strength of the lap joint may be determined by the adhesive strength between the outer peripheral surface of the sheath pipe and concrete. In this embodiment, the sheath pipe and the reinforcing bar surrounding the main reinforcing bar are integrated with the sheath pipe. Therefore, the adhesive strength is improved and the length of the lap joint can be shortened. In addition, the strength of the joint can be ensured.
　これにより、機械式継手を用いずに鉄筋継手の強度を確保できる。 This makes it possible to secure the strength of the reinforcing bar joint without using a mechanical joint.
　第２態様のプレキャストコンクリート部材は、第１態様のプレキャストコンクリート部材において、前記シース管の外周面には、リング状とされた前記補強筋が係合する溝部が形成されている。 The precast concrete member of the second aspect is the precast concrete member of the first aspect, and a groove portion in which the reinforcing bar in a ring shape is engaged is formed on the outer peripheral surface of the sheath pipe.
　第２態様のプレキャストコンクリート部材によると、リング状とされた前記補強筋が、シース管の外周面の溝部に係合することで、シース管と一体となる。このため、溶接により補強筋とシース管を一体化する構成と比較して、補強筋の配筋作業が容易である。 According to the precast concrete member of the second aspect, the ring-shaped reinforcing bar engages with the groove on the outer peripheral surface of the sheath pipe to become one with the sheath pipe. For this reason, it is easier to arrange the reinforcing bars as compared with the configuration in which the reinforcing bars and the sheath pipe are integrated by welding.
　第２態様のプレキャストコンクリート部材は、第１態様又は第２態様に記載のプレキャストコンクリート部材において、前記プレキャストコンクリートは柱部材であり、フープ筋が補強筋の間に配置されている。 The precast concrete member of the second aspect is the precast concrete member according to the first or second aspect, the precast concrete is a column member, and hoop bars are arranged between reinforcing bars.
　第３態様のプレキャストコンクリート部材によると、フープ筋と補強筋とが互いに干渉しないため、補強筋がフープ筋の配筋作業の妨げとなり難い。 According to the precast concrete member of the third aspect, since the hoop reinforcement and the reinforcing reinforcement do not interfere with each other, the reinforcing reinforcement is unlikely to interfere with the reinforcement work of the hoop reinforcement.
　本開示によると、機械式継手を用いずに鉄筋継手の強度を確保できる。 According to the present disclosure, the strength of the reinforcing bar joint can be ensured without using the mechanical joint.
本開示の実施形態に係るプレキャストコンクリート部材の一例を示す立断面図である。It is a vertical sectional view which shows an example of the precast concrete member which concerns on embodiment of this disclosure. 図１ＡにおけるＢ－Ｂ線断面図である。It is sectional drawing BB in FIG. 1A. 本開示の実施形態に係るプレキャストコンクリート部材の接合構造を示す立断面図である。It is a vertical cross-sectional view which shows the joint structure of the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材の接合方法において柱部材の上方から梁部材を落し込み施工している状態を示す立断面図である。FIG. 5 is a vertical cross-sectional view showing a state in which a beam member is dropped from above a column member in a method of joining a precast concrete member according to an embodiment of the present disclosure. 本開示の実施形態に係るプレキャストコンクリート部材の接合方法において梁部材の上方から柱部材を落し込み施工している状態を示す立断面図である。It is a vertical cross-sectional view which shows the state which the column member is dropped from above the beam member in the method of joining the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材におけるシース管及び補強筋を示す斜視図である。It is a perspective view which shows the sheath pipe and the reinforcing bar in the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材において補強筋の間隔を変更した変形例を示す立断面図である。It is a vertical cross-sectional view which shows the modification which changed the interval of the reinforcing bar in the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材においてシース管の外周面を蛇腹状に形成した変形例を示す立断面図である。It is a vertical cross-sectional view which shows the modification which formed the outer peripheral surface of the sheath pipe in a bellows shape in the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材において補強筋を螺旋状に形成した変形例を示す立断面図である。It is a vertical cross-sectional view which shows the modification which formed the reinforcing bar in a spiral shape in the precast concrete member which concerns on embodiment of this disclosure. 本開示の実施形態に係るプレキャストコンクリート部材の接合方法を逆刺し工法とした変形例を示す立断面図である。It is a vertical cross-sectional view which shows the modification which made the joining method of the precast concrete member which concerns on embodiment of this disclosure a reverse piercing method.
　以下、本開示の実施形態に係るプレキャストコンクリート部材について、図面を参照しながら説明する。各図面において同一の符号を用いて示される構成要素は、同一の構成要素であることを意味する。本明細書中に特段の断りが無い限り、各構成要素は一つに限定されず、複数存在してもよい。また、各図面において重複する構成及び符号については、説明を省略する場合がある。なお、本開示は以下の実施形態に限定されるものではなく、本開示の目的の範囲内において構成を省略する又は異なる構成と入れ替える等、適宜変更を加えて実施することができる。 Hereinafter, the precast concrete member according to the embodiment of the present disclosure will be described with reference to the drawings. The components shown by using the same reference numerals in each drawing mean that they are the same components. Unless otherwise specified in the present specification, each component is not limited to one, and may exist in a plurality of components. In addition, description of overlapping configurations and symbols in the drawings may be omitted. The present disclosure is not limited to the following embodiments, and may be carried out with appropriate changes such as omitting the configuration or replacing it with a different configuration within the scope of the purpose of the present disclosure.
＜プレキャストコンクリート部材＞
　図１Ａには、柱部材２０が示されている。柱部材２０はプレキャストコンクリート製の部材であり、工場で成型後、建設現場へ運搬される。柱部材２０は、本開示におけるプレキャストコンクリート部材の一例である。 <Precast concrete member>
FIG. 1A shows the pillar member 20. The pillar member 20 is a member made of precast concrete, and is transported to a construction site after being molded at a factory. The column member 20 is an example of the precast concrete member in the present disclosure.
　柱部材２０には、主鉄筋２２と、フープ筋２４と、シース管３０と、補強筋４０と、が埋設されている。 The main reinforcing bar 22, the hoop bar 24, the sheath pipe 30, and the reinforcing bar 40 are embedded in the column member 20.
　主鉄筋２２は、柱部材２０の内部において、柱部材２０の軸方向（１点鎖線ＣＬに沿う方向）に沿って配筋された柱主筋である。主鉄筋２２は、柱部材２０の外周面に沿って所定の間隔で複数本埋設されている。 The main reinforcing bar 22 is a column main reinforcing bar arranged inside the column member 20 along the axial direction of the column member 20 (direction along the alternate long and short dash line CL). A plurality of main reinforcing bars 22 are embedded along the outer peripheral surface of the column member 20 at predetermined intervals.
　主鉄筋２２の一方の端部２２Ｅは、柱部材２０における一方の端面から突出している。また、主鉄筋２２の他方の端部２２Ｆは、後述する継手主鉄筋２２Ａと重ね接手Ｇを形成する。この重ね接手Ｇを形成するために、主鉄筋２２は屈曲部２２Ｃを備えて形成され、端部２２Ｆが、端部２２Ｅより柱部材２０の内側に配置されている。 One end 22E of the main reinforcing bar 22 protrudes from one end face of the column member 20. Further, the other end portion 22F of the main reinforcing bar 22 forms an overlapping joint G with the joint main reinforcing bar 22A described later. In order to form the overlapping joint G, the main reinforcing bar 22 is formed with the bent portion 22C, and the end portion 22F is arranged inside the column member 20 from the end portion 22E.
　フープ筋２４は、柱部材２０の軸方向に沿う方向からみて、主鉄筋２２を取り囲んで配筋されたせん断補強筋である。フープ筋２４は、柱部材２０の軸方向に沿って所定の間隔Ｐ１を空けて複数配置されている。また、フープ筋２４は、図１Ｂに示すように、重ね接手Ｇを形成する部分においては、シース管３０を取り囲んで配置されている。 The hoop bar 24 is a shear reinforcing bar arranged around the main reinforcing bar 22 when viewed from the direction along the axial direction of the column member 20. A plurality of hoop muscles 24 are arranged along the axial direction of the pillar member 20 with a predetermined interval P1. Further, as shown in FIG. 1B, the hoop muscle 24 is arranged so as to surround the sheath tube 30 at the portion forming the overlapping joint G.
　図１Ａに示すシース管３０は、例えば溶融亜鉛メッキ鋼板によって形成された筒状の管体である。また、シース管３０は、柱部材２０に埋設され、柱部材２０における他方の端面（主鉄筋２２の端部２２Ｅが突出していない端面）に開口している。図１Ｂに示すように、シース管３０は、柱部材２０に埋設された主鉄筋２２のそれぞれに沿って配置されている。また、シース管３０は、主鉄筋２２より柱部材２０の外側に配置されている。 The sheath tube 30 shown in FIG. 1A is, for example, a tubular tube formed of a hot-dip galvanized steel plate. Further, the sheath pipe 30 is embedded in the column member 20 and opens to the other end surface of the column member 20 (the end surface in which the end portion 22E of the main reinforcing bar 22 does not protrude). As shown in FIG. 1B, the sheath pipe 30 is arranged along each of the main reinforcing bars 22 embedded in the column member 20. Further, the sheath pipe 30 is arranged outside the column member 20 from the main reinforcing bar 22.
　シース管３０には、継手主鉄筋２２Ａの一方の端部が挿入される。継手主鉄筋２２Ａの一方の端部がシース管３０に挿入された状態で、継手主鉄筋２２Ａとシース管３０の内壁との間にはグラウト材が注入される。これにより、継手主鉄筋２２Ａと主鉄筋２２との間で重ね接手が形成される。また、シース管３０の中心線及び継手主鉄筋２２Ａの延長線上に、主鉄筋２２の端部２２Ｅが配置される。換言すると、継手主鉄筋２２Ａ及び主鉄筋２２の端部２２Ｅは、略一直線上に配置される。 One end of the joint main reinforcing bar 22A is inserted into the sheath pipe 30. A grout material is injected between the joint main reinforcing bar 22A and the inner wall of the sheath pipe 30 in a state where one end of the joint main reinforcing bar 22A is inserted into the sheath pipe 30. As a result, a lap joint is formed between the joint main reinforcing bar 22A and the main reinforcing bar 22. Further, the end portion 22E of the main reinforcing bar 22 is arranged on the center line of the sheath pipe 30 and the extension line of the joint main reinforcing bar 22A. In other words, the joint main reinforcing bar 22A and the end portion 22E of the main reinforcing bar 22 are arranged substantially in a straight line.
　なお、継手主鉄筋２２Ａの他方の端部は、別のプレキャストコンクリート部材に直接埋設してもよいし、別のプレキャストコンクリート部材に埋設されたシース管に挿入してもよい。あるいは継手主鉄筋２２Ａの他方の端部は、現場打ちコンクリートに埋設してもよい。 The other end of the joint main reinforcing bar 22A may be directly embedded in another precast concrete member, or may be inserted into a sheath pipe embedded in another precast concrete member. Alternatively, the other end of the joint main reinforcing bar 22A may be embedded in cast-in-place concrete.
　図１Ｂに示すように、補強筋４０は、円環状（リング状）に形成された割裂補強筋である。補強筋４０は、シース管３０と主鉄筋２２とを取り囲み、シース管３０と一体とされている。補強筋４０とシース管３０とを一体化する方法は特に限定されるものではなく、溶接、接着等の方法を任意に採用できる。 As shown in FIG. 1B, the reinforcing bar 40 is a split reinforcing bar formed in an annular shape (ring shape). The reinforcing bar 40 surrounds the sheath pipe 30 and the main reinforcing bar 22 and is integrated with the sheath pipe 30. The method of integrating the reinforcing bar 40 and the sheath pipe 30 is not particularly limited, and methods such as welding and adhesion can be arbitrarily adopted.
　一方、補強筋４０は、主鉄筋２２との間に隙間を空けて配置される。補強筋４０と主鉄筋２２との間の隙間には、柱部材２０を形成するコンクリートが充填される。なお、この隙間の最小寸法は、一例として５ｍｍより大きく形成することが好ましい。これにより、少なくともコンクリートを形成する直径５ｍｍ以下の細骨材及びセメントが、この隙間に充填される。 On the other hand, the reinforcing bar 40 is arranged with a gap between it and the main reinforcing bar 22. The gap between the reinforcing bar 40 and the main reinforcing bar 22 is filled with concrete forming the column member 20. The minimum dimension of this gap is preferably formed to be larger than 5 mm as an example. As a result, at least fine aggregates and cement having a diameter of 5 mm or less forming concrete are filled in the gaps.
　図１Ａに示すように、補強筋４０は、柱部材２０の軸方向に沿って所定の間隔Ｐ２を空けて複数配置されている。この間隔Ｐ２は、フープ筋２４の間隔Ｐ１と等しい。これにより、補強筋４０は、フープ筋２４と干渉せずに配置される。なお、間隔Ｐ１、Ｐ２は設計寸法上等しいが、施工誤差程度の差異があってもよい。 As shown in FIG. 1A, a plurality of reinforcing bars 40 are arranged along the axial direction of the column member 20 with a predetermined interval P2. This interval P2 is equal to the interval P1 of the hoop muscle 24. As a result, the reinforcing bar 40 is arranged without interfering with the hoop bar 24. The intervals P1 and P2 are the same in terms of design dimensions, but there may be a difference in the degree of construction error.
＜プレキャストコンクリート部材の接合構造＞
　図２に示すように、柱部材２０には、建設現場において梁部材５０が接合される。具体的には、上下に配置された２つの柱部材２０に梁部材５０が挟まれた状態で、これらの柱部材２０及び梁部材５０が互いに固定される。なお、本明細書においては、説明の便宜上、必要に応じて下方の柱部材２０を柱部材２０Ｄとし、上方の柱部材２０を柱部材２０Ｕとして説明する場合がある。 <Joint structure of precast concrete members>
As shown in FIG. 2, a beam member 50 is joined to the column member 20 at a construction site. Specifically, the column members 20 and the beam members 50 are fixed to each other in a state where the beam members 50 are sandwiched between the two column members 20 arranged one above the other. In this specification, for convenience of explanation, the lower pillar member 20 may be referred to as a pillar member 20D, and the upper pillar member 20 may be referred to as a pillar member 20U, if necessary.
　梁部材５０は、梁本体を柱部材２０と接合するための仕口部５２と梁端部５４とが一体化されたプレキャストコンクリート部材である。梁端部５４には、図示しない梁本体が接合される。仕口部５２は、平面視の形状が柱部材２０と略同一形状とされている。仕口部５２には、シース管５６が埋設されている。 The beam member 50 is a precast concrete member in which a joint portion 52 and a beam end portion 54 for joining the beam body to the column member 20 are integrated. A beam body (not shown) is joined to the beam end portion 54. The shape of the joint portion 52 in a plan view is substantially the same as that of the pillar member 20. A sheath pipe 56 is embedded in the joint portion 52.
　シース管５６は、仕口部５２と柱部材２０とを重ね合わせた状態の平面視で、柱部材２０におけるシース管３０と同位置に配置されている。また、シース管５６は、上下端部がそれぞれ仕口部５２の上下端面に開口している。すなわち、シース管５６は、仕口部５２を貫通して配置されている。 The sheath pipe 56 is arranged at the same position as the sheath pipe 30 in the pillar member 20 in a plan view in which the joint portion 52 and the pillar member 20 are overlapped with each other. Further, the upper and lower end portions of the sheath pipe 56 are opened to the upper and lower end surfaces of the joint portion 52, respectively. That is, the sheath tube 56 is arranged so as to penetrate the joint portion 52.
　柱部材２０Ｄ、梁部材５０及び柱部材２０Ｕは、下側からこの順に重ねて配置されている。この状態で、梁部材５０のシース管５６及び柱部材２０Ｕのシース管３０は互いに連通した挿入孔を形成している。この連通孔には、柱部材２０Ｄの主鉄筋２２が挿入されている。また、連通孔には、グラウトが充填されている。 The column member 20D, the beam member 50, and the column member 20U are arranged in this order from the bottom. In this state, the sheath pipe 56 of the beam member 50 and the sheath pipe 30 of the column member 20U form an insertion hole communicating with each other. The main reinforcing bar 22 of the column member 20D is inserted into this communication hole. In addition, the communication holes are filled with grout.
＜プレキャストコンクリート部材の接合方法＞
　柱部材２０Ｄ、梁部材５０及び柱部材２０Ｕを接合するためには、まず、図３Ａに示すように、柱部材２０Ｄを所定の位置に設置する。柱部材２０Ｄの下端面に開口したシース管３０には、設置場所から突出している継手主鉄筋２２Ａを挿入する。また、シース管３０にはグラウトを注入し、柱部材２０Ｄを設置場所に固定する。なお、この設置場所は、基礎梁、スラブ、柱等、任意の場所とすることができる。また、これらの基礎梁、スラブ、柱等は、現場打ちコンクリートであってもプレキャストコンクリートであってもよい。 <How to join precast concrete members>
In order to join the column member 20D, the beam member 50, and the column member 20U, first, as shown in FIG. 3A, the column member 20D is installed at a predetermined position. The joint main reinforcing bar 22A protruding from the installation location is inserted into the sheath pipe 30 opened at the lower end surface of the column member 20D. Further, grout is injected into the sheath pipe 30 to fix the pillar member 20D at the installation location. The installation location can be any location such as foundation beams, slabs, and columns. Further, these foundation beams, slabs, columns and the like may be cast-in-place concrete or precast concrete.
　次に、柱部材２０Ｄの上に梁部材５０を載置する。梁部材５０は、クレーンで楊重し、仕口部５２のシース管５６に、柱部材２０Ｄの上端面から突出している主鉄筋２２が挿通されるように、落とし込み施工する。なお、柱部材２０Ｄと梁部材５０とは、スペーサ等を介して上下方向に隙間（不図示）を空けて配置される。 Next, the beam member 50 is placed on the column member 20D. The beam member 50 is weighted by a crane, and is dropped into the sheath pipe 56 of the joint portion 52 so that the main reinforcing bar 22 protruding from the upper end surface of the column member 20D is inserted. The column member 20D and the beam member 50 are arranged with a gap (not shown) in the vertical direction via a spacer or the like.
　図３Ｂに示すように柱部材２０Ｄの上に梁部材５０を載置した後、梁部材５０のシース管５６にグラウトを注入する。このとき、グラウトは、柱部材２０Ｄと梁部材５０との間の隙間にも充填される。これにより、柱部材２０Ｄと梁部材５０とが固定される。 After placing the beam member 50 on the column member 20D as shown in FIG. 3B, grout is injected into the sheath pipe 56 of the beam member 50. At this time, the grout is also filled in the gap between the column member 20D and the beam member 50. As a result, the column member 20D and the beam member 50 are fixed.
　次に、梁部材５０の上に、柱部材２０Ｕを載置する。柱部材２０Ｕは、梁部材５０と同様に、クレーンで楊重して落とし込み施工する。このとき、柱部材２０Ｕのシース管３０に、梁部材５０の上端面から突出している柱部材２０Ｄの主鉄筋２２を挿通する。なお、梁部材５０と柱部材２０Ｕとは、スペーサ等を介して隙間を空けて配置される。 Next, the column member 20U is placed on the beam member 50. Like the beam member 50, the column member 20U is weighted with a crane and dropped. At this time, the main reinforcing bar 22 of the column member 20D protruding from the upper end surface of the beam member 50 is inserted into the sheath pipe 30 of the column member 20U. The beam member 50 and the column member 20U are arranged with a gap between them via a spacer or the like.
　図２に示すように梁部材５０の上に柱部材２０Ｕを載置した後、柱部材２０Ｕのシース管３０にグラウトを注入する。このとき、グラウトは、柱部材２０Ｕと梁部材５０との間の隙間にも充填される。これにより、柱部材２０Ｕと梁部材５０とが固定される。 After placing the column member 20U on the beam member 50 as shown in FIG. 2, grout is injected into the sheath pipe 30 of the column member 20U. At this time, the grout is also filled in the gap between the column member 20U and the beam member 50. As a result, the column member 20U and the beam member 50 are fixed.
＜作用及び効果＞
　本実施形態に係る柱部材２０によると、図１Ａに示すように、プレキャストコンクリートに埋設された主鉄筋２２に沿ってシース管３０が埋設されている。このシース管３０へ継手主鉄筋２２Ａを挿入固定することで、継手主鉄筋２２Ａと主鉄筋２２とが重ね継手を構成する。 <Action and effect>
According to the column member 20 according to the present embodiment, as shown in FIG. 1A, the sheath pipe 30 is embedded along the main reinforcing bar 22 embedded in the precast concrete. By inserting and fixing the joint main reinforcing bar 22A into the sheath pipe 30, the joint main reinforcing bar 22A and the main reinforcing bar 22 form a lap joint.
　重ね継手の強度は、シース管３０の外周面とコンクリートとの付着強度によって決まる場合がある。本態様では、シース管３０と主鉄筋２２とを取り囲む補強筋４０が、シース管３０と一体とされている。このため付着強度が向上し、重ね継手長さを短くすることができる。また、継手の強度を確保できる。 The strength of the lap joint may be determined by the adhesive strength between the outer peripheral surface of the sheath pipe 30 and the concrete. In this embodiment, the reinforcing bar 40 surrounding the sheath pipe 30 and the main reinforcing bar 22 is integrated with the sheath pipe 30. Therefore, the adhesive strength is improved and the length of the lap joint can be shortened. In addition, the strength of the joint can be ensured.
　これにより、例えば鋳鉄を用いて形成したカプラーなどの機械式継手を用いずに、鉄筋継手の強度を確保できる。 As a result, the strength of the reinforcing bar joint can be ensured without using a mechanical joint such as a coupler formed by using cast iron, for example.
　また、本実施形態に係る柱部材２０では、フープ筋２４が補強筋４０の間に配置されている。このためフープ筋２４と補強筋４０とが互いに干渉しない。これにより補強筋４０がフープ筋２４の配筋作業の妨げとなり難い。 Further, in the column member 20 according to the present embodiment, the hoop bars 24 are arranged between the reinforcing bars 40. Therefore, the hoop muscle 24 and the reinforcing muscle 40 do not interfere with each other. As a result, the reinforcing bar 40 is unlikely to interfere with the bar arrangement work of the hoop bar 24.
　また、本実施形態に係る柱部材２０では、シース管３０の外周面が、図４に示すように平滑に形成されている。このため、補強筋４０を任意の位置に固定できる。これに対してシース管３０の外周面に例えば凸部が形成されている場合、コンクリートのかぶり厚を考慮すると、凸部となる部分には補強筋４０を配筋し難い。 Further, in the column member 20 according to the present embodiment, the outer peripheral surface of the sheath tube 30 is formed smoothly as shown in FIG. Therefore, the reinforcing bar 40 can be fixed at an arbitrary position. On the other hand, when a convex portion is formed on the outer peripheral surface of the sheath pipe 30, for example, it is difficult to arrange a reinforcing bar 40 on the convex portion in consideration of the cover thickness of concrete.
　本実施形態に係るシース管３０には、そのような凸部が形成されていない。これにより、フープ筋２４の間隔に応じて、補強筋４０の間隔を任意の値に調整できる。なお、「平滑に」及び「凸部が形成されていない」とは、凹凸が全く存在しない状態のみを指しているものではない。本開示の実施形態には、製造の過程で形成されるエンボスやバリなど、補強筋４０の配置に影響を与えない程度の凹凸が形成されている状態を含むものとする。 The sheath tube 30 according to the present embodiment does not have such a convex portion. Thereby, the spacing of the reinforcing bars 40 can be adjusted to an arbitrary value according to the spacing of the hoop bars 24. It should be noted that "smoothly" and "no convex portion is formed" do not mean only a state in which no unevenness is present. The embodiment of the present disclosure includes a state in which irregularities such as embossing and burrs formed in the manufacturing process are formed to such an extent that the arrangement of the reinforcing bars 40 is not affected.
＜その他の実施形態＞
　本実施形態においては、図１（Ａ）に示すように、補強筋４０の間隔Ｐ２を一定としたが、本開示の実施形態はこれに限らない。 <Other Embodiments>
In the present embodiment, as shown in FIG. 1A, the interval P2 of the reinforcing bars 40 is constant, but the embodiment of the present disclosure is not limited to this.
　例えば図５に示すように、補強筋４０の間隔を柱部材２０の軸方向に応じて変更してもよい。この図においては、主鉄筋２２の端部２２Ｆ及び継手主鉄筋２２Ａの端部２２ＡＦの周囲における補強筋４０の間隔Ｐ３が、その他の部分における補強筋４０の間隔Ｐ４より小さい。これにより、内部応力が大きい端部２２Ｆ、５２ＡＦ付近におけるコンクリートの付着力を大きくすることができる。 For example, as shown in FIG. 5, the spacing between the reinforcing bars 40 may be changed according to the axial direction of the column member 20. In this figure, the spacing P3 of the reinforcing bars 40 around the end 22F of the main reinforcing bar 22 and the end 22AF of the joint main reinforcing bar 22A is smaller than the spacing P4 of the reinforcing bars 40 in other parts. As a result, it is possible to increase the adhesive force of concrete near the ends 22F and 52AF where the internal stress is large.
　また、本開示におけるシース管の外周面は、平滑に形成しなくてもよい。例えば図６に示すシース管３２のように、外周面を蛇腹状の形状としてもよい。シース管３２には、外周面に凹部（溝部）３２Ａと凸部（山部）３２Ｂとが柱部材２０の軸方向に沿って交互に形成されている。 Further, the outer peripheral surface of the sheath tube in the present disclosure does not have to be formed smoothly. For example, as in the sheath tube 32 shown in FIG. 6, the outer peripheral surface may have a bellows-like shape. In the sheath tube 32, concave portions (groove portions) 32A and convex portions (mountain portions) 32B are alternately formed on the outer peripheral surface along the axial direction of the column member 20.
　シース管をこのように形成すると、凹部３２Ａに補強筋４０を係合させることができる。これにより、シース管３２と補強筋４０との間で応力を伝達し易くできる。また、シース管３２と補強筋４０とを接合しなくても、又は簡易な接合により、シース管３２と補強筋４０とを一体化できる。さらに、凹部３２Ａには、フープ筋２４を係合させることもできる。これによりフープ筋２４を配筋し易い。またさらに、シース管とコンクリートの付着力を高めることができる。 When the sheath tube is formed in this way, the reinforcing bar 40 can be engaged with the recess 32A. As a result, stress can be easily transmitted between the sheath pipe 32 and the reinforcing bar 40. Further, the sheath pipe 32 and the reinforcing bar 40 can be integrated without joining the sheath tube 32 and the reinforcing bar 40, or by a simple joining. Further, the hoop muscle 24 can be engaged with the recess 32A. This makes it easy to arrange the hoop muscles 24. Furthermore, the adhesive force between the sheath pipe and concrete can be increased.
　なお、本開示における「シース管と一体とされた補強筋」とは、シース管３２の凹部３２Ａに係合された補強筋４０のように、プレキャストコンクリート部材の内部において、シース管との間で応力を伝達できるものであればよい。つまり、シース管と補強筋とは、必ずしも溶接や接着などの手段によって接合されている必要はない。 The "reinforcing bar integrated with the sheath pipe" in the present disclosure means, like the reinforcing bar 40 engaged with the recess 32A of the sheath pipe 32, inside the precast concrete member and between the sheath pipe. Anything that can transmit stress will do. That is, the sheath pipe and the reinforcing bar do not necessarily have to be joined by means such as welding or adhesion.
　また、本実施形態において、補強筋４０は円環状に形成されているが、本開示の実施形態はこれに限らない。例えば図７に示す補強筋４２のように、螺旋状に形成してもよい。補強筋をこのように形成することで、円環状に形成されている場合と比較して部品点数を減らすことができる。 Further, in the present embodiment, the reinforcing bar 40 is formed in an annular shape, but the embodiment of the present disclosure is not limited to this. For example, the reinforcing bar 42 shown in FIG. 7 may be formed in a spiral shape. By forming the reinforcing bar in this way, the number of parts can be reduced as compared with the case where the reinforcing bar is formed in an annular shape.
　また、本実施形態においては、図３Ｂに示すように、柱部材２０Ｕの下端部に開口したシース管３０に、柱部材２０Ｄの上端部から突出する主鉄筋２２を挿入する方法（所謂順刺し工法）について説明したが、本開示の実施形態はこれに限らない。 Further, in the present embodiment, as shown in FIG. 3B, a method of inserting the main reinforcing bar 22 protruding from the upper end portion of the column member 20D into the sheath pipe 30 opened at the lower end portion of the column member 20U (so-called forward piercing method). ), But the embodiments of the present disclosure are not limited to this.
　例えば図８に示すように、柱部材２０Ｄの上端部に開口したシース管３０に、柱部材２０Ｕの下端部から突出する主鉄筋２２を挿入する方法（所謂逆刺し工法）を採用してもよい。すなわち、柱部材２０の配置方向は任意である。 For example, as shown in FIG. 8, a method (so-called reverse piercing method) may be adopted in which the main reinforcing bar 22 protruding from the lower end of the column member 20U is inserted into the sheath pipe 30 opened at the upper end of the column member 20D. .. That is, the arrangement direction of the pillar member 20 is arbitrary.
　また、本実施形態においては、プレキャストコンクリート部材としての柱部材２０Ｕ、２０Ｄ及び梁部材５０を接合する例について説明したが、本開示の実施形態はこれに限らない。例えば、梁部材５０を介さずに柱部材２０Ｕ、２０Ｄを接合することもできる。 Further, in the present embodiment, an example of joining the column members 20U, 20D and the beam member 50 as the precast concrete member has been described, but the embodiment of the present disclosure is not limited to this. For example, the column members 20U and 20D can be joined without using the beam member 50.
　さらに、プレキャストコンクリート部材は、柱部材ではなく梁部材とすることもできる。例えば柱部材２０と同様の構成を備えた梁部材を水平方向に載置すれば、梁同士を接合することもできる。このように、本開示は様々な態様で実施できる。 Furthermore, the precast concrete member can be a beam member instead of a column member. For example, if a beam member having the same configuration as the column member 20 is placed in the horizontal direction, the beams can be joined to each other. As described above, the present disclosure can be carried out in various aspects.
　２０１９年１２月２３日に出願された日本国特許出願２０１９－２３１５５１号の開示は、その全体が参照により本明細書に取り込まれる。本明細書に記載されたすべての文献、特許出願、および技術規格は、個々の文献、特許出願、および技術規格が参照により取り込まれることが具体的かつ個々に記された場合と同程度に、本明細書中に参照により取り込まれる。 The disclosure of Japanese Patent Application No. 2019-231551 filed on December 23, 2019 is incorporated herein by reference in its entirety. All documents, patent applications, and technical standards described herein are to the same extent as if the individual documents, patent applications, and technical standards were specifically and individually stated to be incorporated by reference. Incorporated herein by reference.

Claims (3)

  1. 　プレキャストコンクリートに埋設された主鉄筋と、
    　前記主鉄筋に沿って前記プレキャストコンクリートへ埋設され、継手主鉄筋が挿入固定されるシース管と、
    　前記シース管及び前記主鉄筋を取り囲み前記シース管と一体とされた補強筋と、
    　を有するプレキャストコンクリート部材。     Main rebar buried in precast concrete and
    A sheath pipe embedded in the precast concrete along the main reinforcing bar and into which the joint main reinforcing bar is inserted and fixed.
    Reinforcing bars that surround the sheath pipe and the main reinforcing bar and are integrated with the sheath pipe,
    Precast concrete member with.
  2. 　前記シース管の外周面には、リング状とされた前記補強筋が係合する溝部が形成されている、
    　請求項１に記載のプレキャストコンクリート部材。     On the outer peripheral surface of the sheath tube, a groove portion in which the reinforcing bar having a ring shape is engaged is formed.
    The precast concrete member according to claim 1.
  3. 　前記プレキャストコンクリートは柱部材であり、フープ筋が補強筋の間に配置されている、
    　請求項１又は請求項２に記載のプレキャストコンクリート部材。     The precast concrete is a column member, and hoop bars are arranged between the reinforcing bars.
    The precast concrete member according to claim 1 or 2.
PCT/JP2020/005367 2019-12-23 2020-02-12 Precast concrete member WO2021131082A1 (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114922495A (en) * 2022-06-02 2022-08-19 华南理工大学 Prefabricated post of rapid Assembly formula and connected node thereof

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09144210A (en) * 1995-11-24 1997-06-03 Toutaku Kogyo Kk Pc cable protective sheath for prestressed concrete
JP2007146439A (en) * 2005-11-25 2007-06-14 Taisei Corp Precast member

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP6646206B2 (en) * 2015-10-05 2020-02-14 清水建設株式会社 Joint structure of RC members
CN106836657B (en) * 2017-03-17 2022-03-25 北京市建筑设计研究院有限公司 Repairing device and method for insufficient grouting of grouting sleeve or device for connecting reinforcing steel bars

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH09144210A (en) * 1995-11-24 1997-06-03 Toutaku Kogyo Kk Pc cable protective sheath for prestressed concrete
JP2007146439A (en) * 2005-11-25 2007-06-14 Taisei Corp Precast member

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114922495A (en) * 2022-06-02 2022-08-19 华南理工大学 Prefabricated post of rapid Assembly formula and connected node thereof

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