JP2016050461A - Rigid-framed structure - Google Patents

Rigid-framed structure Download PDF

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JP2016050461A
JP2016050461A JP2014178132A JP2014178132A JP2016050461A JP 2016050461 A JP2016050461 A JP 2016050461A JP 2014178132 A JP2014178132 A JP 2014178132A JP 2014178132 A JP2014178132 A JP 2014178132A JP 2016050461 A JP2016050461 A JP 2016050461A
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column
beam member
joint
main body
pair
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JP6271377B2 (en
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寛 江頭
Hiroshi Egashira
寛 江頭
小坂　英之
Hideyuki Kosaka
英之 小坂
浩 新上
Hiroshi Shinjo
浩 新上
富雄 蔵田
Tomio Kurata
富雄 蔵田
知己 小林
Tomoki Kobayashi
知己 小林
和雅 土居
Kazumasa Doi
和雅 土居
学 川島
Manabu Kawashima
学 川島
幸一郎 松井
Koichiro Matsui
幸一郎 松井
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Sumitomo Mitsui Construction Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a rigid-framed structure that facilitates design work, enables construction work without being restricted by detailed construction plan, and realizes enhancement of flexural capacity of a beam, cost stabilization and cost reduction at a same time.SOLUTION: A rigid-framed structure 1 includes: a PCa column-beam member 12 prestressed by a PC steel member 37 extending in an X-direction, the column-beam member having a joint part 7 of a column 2 formed integrally with a half beam part 9 of an X-direction beam 3 connected to the joint part 7; and a PCa beam member 13 prestressed by a PC steel member 47 extending in a Y-direction, the beam member forming a Y-direction beam 5 separately from the joint part 7 of the column 2. The beam member 13 has a pair of widened beam parts 42 that widens the beam member laterally on both sides, at both end parts of a beam body 41 in an axial direction. The beam member 13 and the column-beam member 12 are pressure-joined with a PC steel bar 51 installed to pierce through the widened beam part 42 and the joint part 7, and a fastening metal fitting 52 that supports reactive force with an edge surface 42a of the widened beam part 42 opposite the column-beam member 12 side.SELECTED DRAWING: Figure 2

Description

本発明は、プレキャストコンクリート部材を用いたラーメン構造体に関するものであり、物流倉庫等の建物に好適なロングスパンの梁を実現する技術に関する。   The present invention relates to a rigid frame structure using a precast concrete member, and relates to a technique for realizing a long span beam suitable for a building such as a distribution warehouse.

集合住宅や事務所ビル、ホテルなどとして利用される鉄筋コンクリート（以下、ＲＣと記す）からなるラーメン構造建物の柱と梁との接合構造として、柱仕口部が一体形成されたプレキャストコンクリート（以下、ＰＣａと記す）製柱の当該柱仕口部に水平方向に複数の貫通孔を形成し、柱仕口部に水平方向に取り付けられるＰＣａ製梁には、長手方向の一方側端面から複数の接続鉄筋を突出させると共に他方側の端面の内方に複数の継手部材を設置し、１つのＰＣａ製梁の接続鉄筋を柱仕口部の貫通孔を貫通させ、設置済みの隣のＰＣａ製梁の継手部材に挿入・接合することで、ＰＣａ製梁同士を、柱仕口部を介して接合したものが公知である（特許文献１参照）。この接合構造によれば、柱及び梁を全てＰＣａ化して現場でのコンクリート打設作業を省略できるため、現場での作業量が大幅に軽減される。   Precast concrete (hereinafter, referred to as RC) with a column joint as a joint structure between columns and beams of a reinforced concrete structure (hereinafter referred to as RC) that is used as an apartment house, office building, hotel, etc. The PCa beam, which is attached to the column connection part in the horizontal direction by forming a plurality of through holes in the column connection part of the column, is connected to a plurality of connections from one end face in the longitudinal direction. The reinforcing bar protrudes and a plurality of joint members are installed on the inner side of the other end face. The connecting bar of one PCa beam is passed through the through hole of the column joint, and the adjacent PCa beam is installed. It is known that PCa beams are joined to each other through a column joint by inserting and joining to a joint member (see Patent Document 1). According to this joint structure, since all the columns and beams are made into PCa and the concrete placement work on site can be omitted, the amount of work on site is greatly reduced.

他方、物流倉庫として利用される建物には、１０ｍ〜１２ｍ程度のロングスパンの梁が要求されるうえ、１．５ｔ／ｍ２〜２．０ｔ／ｍ２程度の大きな積載荷重に耐え得る性能が要求されることがある。このような要求には鉄骨構造（以下、Ｓ造と記す）の梁が適している。近年では、Ｓ造とＲＣ造とを適材適所に使い分けて混合使用する混合構造の研究が進んでいる。混合構造の建物では、主に圧縮耐力が求められる柱をＲＣ造とし、主に曲げ耐力が求められる梁をＳ造とした柱ＲＣ梁Ｓ構造が採用されるケースが多い。 On the other hand, a building used as a distribution warehouse requires a long span beam of about 10 m to 12 m and has a performance capable of withstanding a large loading load of about 1.5 t / m 2 to 2.0 t / m 2. May be required. A steel structure beam (hereinafter referred to as S structure) is suitable for such a requirement. In recent years, research on a mixed structure in which the S structure and the RC structure are properly used in an appropriate position and mixed is underway. In a building having a mixed structure, a column RC beam S structure in which a column mainly requiring compression strength is RC-structured and a beam mainly requiring bending strength is S-structure is often employed.

柱ＲＣ梁Ｓ構造が採用される背景には、Ｓ造部材の減量によりコストの低廉化及び安定化を図るという側面もある。つまり、Ｓ造はＲＣ造に比べて材料価格が高く、更に鉄骨価格は安定していないため、Ｓ造部材を減量するほどコストを低廉化及び安定化させることができる。しかしながら、柱ＲＣ梁Ｓ構造であっても梁には鉄骨を用いるため、鉄骨価格が急騰した場合にはコストが大幅に高くなることがある。   The background of adopting the column RC beam S structure is that the cost is reduced and stabilized by reducing the amount of the S-shaped member. That is, the material price of the S structure is higher than that of the RC structure, and the steel frame price is not stable. Therefore, the cost can be reduced and stabilized as the amount of the S structure member is reduced. However, even in the case of the column RC beam S structure, since the steel frame is used for the beam, the cost may be significantly increased if the price of the steel frame soars.

一方、ＲＣ部材にプレストレスを導入してプレストレストコンクリート（以下、ＰＣと記す）造の梁を採用することにより、梁の曲げ耐力向上とコストの安定化とを両立させることができる。また、梁部材にプレキャスト化されたＰＣ（以下、ＰＣａＰＣと記す）を採用することにより、ＰＣａＲＣ造やＳ造と同等に工期を短縮することも可能である。   On the other hand, by introducing prestressed RC members and adopting prestressed concrete (hereinafter referred to as PC) beams, it is possible to achieve both improved bending strength of the beams and cost stabilization. In addition, by adopting precast PC (hereinafter referred to as PCaPC) for the beam member, it is possible to shorten the construction period in the same way as PCaRC construction and S construction.

ＰＣａＰＣ梁の施工方法として、工場製作時に１次緊張としてプレテンション工法で梁部材にプレストレスを導入し、架設した梁と柱とに２次緊張としてポストンテンション工法でプレストレスを導入することで、柱と梁とを圧着するＰＣ圧着関節工法が知られている（非特許文献１参照）。非特許文献１には、建物の外周部に位置する柱（以下、側柱と記す）と梁との接合部に対し、側柱の外側面と梁の上面とに設けた定着金物間に２次緊張に用いるケーブル（以下、２次ケーブルと記す）を配置して２部材を圧着する例が開示されている他、建物の内側に位置する柱（以下、中柱と記す）を挟んで対向配置された一対の梁と当該中柱との接合部に対し、一対の梁の各上面に設けた両定着金物間に中柱を貫通するように配置した２次ケーブルを緊張することで３つの部材を圧着することや、一列に配置された部材に対し、一対の側柱の各外側面に設けられた両定着金物間に梁や中柱を貫通するように配置した１本の２次ケーブルを緊張することで全ての部材を圧着することが示唆されている。   As a construction method of PCaPC beams, pre-stress is introduced into the beam member by pre-tension method as primary tension at the time of factory production, and pre-stress is introduced by post-tension method as secondary tension to the installed beam and column. A PC crimp joint method for crimping columns and beams is known (see Non-Patent Document 1). Non-Patent Document 1 discloses that between the fixing hardware provided on the outer surface of the side column and the upper surface of the beam with respect to the joint between the column (hereinafter referred to as a side column) and the beam located on the outer periphery of the building. An example in which a cable (hereinafter referred to as a secondary cable) used for the next tension is arranged and two members are crimped is disclosed, and a pillar (hereinafter referred to as a middle pillar) located inside the building is opposed to the other. Three tensions are applied to the joint between the pair of beams and the middle pillar by tensioning the secondary cable arranged so as to penetrate the middle pillar between the fixing hardware provided on the upper surfaces of the pair of beams. One secondary cable arranged so as to penetrate the beam or middle pillar between the fixing hardware provided on the outer surfaces of the pair of side pillars with respect to the members arranged in a line or crimping the members It is suggested that all members are crimped by tensioning.

特許第４７８１６８７号公報Japanese Patent No. 4781687

http://www.ktb-kyoukai.jp/pc/method/03.htmlhttp://www.ktb-kyoukai.jp/pc/method/03.html

しかしながら、非特許文献１に記載のＰＣ圧着関節工法では、ポストンテンション工法で緊張する２次ケーブルによって部材同士を圧着するため、ケーブルの両端に専用の定着金物が必要になり、この定着金物が非常に高価であるために材料コストが高騰する。特に、柱ごとに１本の２次ケーブルを用いる場合には定着金物の数が膨大になる。一列に配置された部材に対して全ての部材を貫通するように１本の２次ケーブルを配置する場合には、定着金物の数は少なくなるが、別の問題が生じる。   However, in the PC crimping joint method described in Non-Patent Document 1, since the members are crimped by the secondary cable that is tensioned by the Poston tension method, dedicated fixing hardware is required at both ends of the cable. However, the material cost increases due to its high price. In particular, when one secondary cable is used for each pillar, the number of fixing hardware is enormous. When one secondary cable is arranged so as to pass through all the members arranged in a row, the number of fixing hardware is reduced, but another problem arises.

即ち、２次緊張力によって部材に縮みが生じ、２次ケーブルによって緊張される部材の長さが長くなることから、架構に不静定２次応力が発生する。この不静定２次応力は施工方向や施工手順によって変動するため、設計応力として不静定２次応力を取り扱うためには予め施工計画を詳細に決めておく必要があり、このことが設計を困難なものとしていた。また、不静定２次応力は特殊な応力であるため、一般に市販されている一貫計算プラグラムで取り扱うことができない。そのため、特別な構造解析プログラムを並行して使用する必要があり、このことが設計を煩雑なものとしていた。   That is, the member is shrunk by the secondary tension force, and the length of the member that is tensioned by the secondary cable is increased, so that an indefinite secondary stress is generated in the frame. Since this statically constant secondary stress varies depending on the construction direction and construction procedure, it is necessary to determine the construction plan in advance in order to handle the statically constant secondary stress as the design stress. It was difficult. Further, since the statically indeterminate secondary stress is a special stress, it cannot be handled by an integrated calculation program that is generally marketed. Therefore, it is necessary to use a special structural analysis program in parallel, which makes the design complicated.

また、この定着金物を用いる場合には、定着金物を柱又は梁の断面内に納める必要があるため、定着金物が配筋の障害になり、これによっても設計が困難になっていた。   Further, when this fixing hardware is used, it is necessary to store the fixing hardware within the cross section of the column or beam, so that the fixing hardware becomes an obstacle to the bar arrangement, which also makes designing difficult.

本発明は、このような背景に鑑み、設計が容易であり、かつ詳細な施工計画に縛られることなく施工することができ、梁の曲げ耐力の向上とコストの安定化及び低廉化とを両立できるラーメン構造体を提供することを課題とする。   In view of such a background, the present invention is easy to design and can be constructed without being constrained by a detailed construction plan, and achieves both improvement in bending strength of the beam, stabilization of cost, and reduction in cost. It is an object to provide a ramen structure that can be used.

上記課題を解決するために、本発明は、水平面上で交差する第１（Ｘ）方向及び第２（Ｙ）方向に配列される鉄筋コンクリート製の複数の柱（２）と、前記第１方向に互いに隣接する一対の柱間に架設され、前記第１方向に延在する鉄筋コンクリート製の複数の第１の梁（３）と、前記第２方向に互いに隣接する一対の柱に架設され、前記第２方向に延在する鉄筋コンクリート製の複数の第２の梁（５）とを有するラーメン構造体（１）であって、前記柱の少なくとも仕口部（７）と当該仕口部に接合される前記第１の梁の少なくとも端部（８）とを一体に構成し、かつ前記第１方向に延在するＰＣ鋼材（３７）によって予めプレストレスが導入されたプレキャストコンクリートからなる柱梁部材（１２）と、前記柱の前記仕口部と別体に形成されて前記第２の梁を構成し、かつ前記第２方向に延在するＰＣ鋼材（４７）によって予めプレストレスが導入されたプレキャストコンクリートからなる梁部材（１３）とを有し、前記梁部材が、梁本体部（４１）と、当該梁本体部の軸方向の両端において両側方に拡幅するように形成された一対の梁拡幅部（４２）とを有し、前記梁部材と前記柱梁部材とが、前記梁拡幅部及び前記仕口部を貫通するように設けられるＰＣ鋼棒（５１）と、前記梁拡幅部の前記柱梁部材側と相反する側の端面(４２ａ)に反力をとって前記ＰＣ鋼棒の緊張力を維持する定着金物（５２）とによって互いに圧着されている構成とする。   In order to solve the above problems, the present invention provides a plurality of columns (2) made of reinforced concrete arranged in a first (X) direction and a second (Y) direction intersecting on a horizontal plane, and the first direction. A plurality of first beams (3) made of reinforced concrete extending between a pair of adjacent columns and extending in the first direction; and a pair of columns adjacent to each other in the second direction; A ramen structure (1) having a plurality of second beams (5) made of reinforced concrete extending in two directions, and is joined to at least the joint portion (7) of the column and the joint portion. A column beam member (12) made of precast concrete in which at least the end (8) of the first beam is integrally formed and prestress is introduced in advance by a PC steel material (37) extending in the first direction. ) And a shape separate from the joint of the pillar A beam member (13) made of precast concrete that is pre-stressed by a PC steel material (47) that constitutes the second beam and extends in the second direction, and the beam member Comprises a beam main body (41) and a pair of beam widening portions (42) formed so as to expand on both sides at both ends in the axial direction of the beam main body, and the beam member and the column beam The member is a reaction force on the PC steel rod (51) provided so as to penetrate the beam widened portion and the joint portion, and the end surface (42a) on the side opposite to the column beam member side of the beam widened portion. It is set as the structure crimped | bonded mutually by the fixing metal object (52) which maintains the tension | tensile_strength of the said PC steel rod.

なお、ここで云う「鉄筋コンクリート製」とは、鉄筋とコンクリートとを主な材料としていることを意味し、ＲＣ構造に限らず、ＰＲＣ（Prestressed Reinforced Concrete）構造やＰＣ（Prestressed Concrete）構造を含むことを意味している。   “Reinforced concrete” as used herein means that reinforcing steel and concrete are the main materials, including not only RC structure but also PRC (Prestressed Reinforced Concrete) structure and PC (Prestressed Concrete) structure. Means.

この構成によれば、定着金物は、ケーブルではなくＰＣ鋼棒の緊張力を維持すればよいため、特殊で高価な物を用いる必要がない。また、梁部材が梁拡幅部を貫通するように設けられたＰＣ鋼棒によって柱梁部材に圧着されるため、定着金物を梁本体部の内部に納める必要がない。更に、梁部材を圧着する柱梁部材（柱）ごとにＰＣ鋼棒が設けられるため、架構に発生する不静定２次応力を無視できる程度に小さくできる。従って、設計が容易であり、詳細な施工計画に縛られることなく施工することができる。また、第１の梁では、少なくとも柱と接続する端部に仕口部へ至るＰＣ鋼材が配置されるため、柱梁接合部側の梁端部の曲げ耐力を向上させることができ、第２の梁では、ＰＣ鋼材によって曲げ耐力を向上させることができ、かつ柱梁接合部においてはＰＣ鋼棒によって曲げ耐力を向上させることができる。従って、梁の曲げ耐力の向上とコストの安定化及び低廉化とを両立できる。   According to this configuration, since the fixing hardware only needs to maintain the tension of the PC steel rod, not the cable, it is not necessary to use a special and expensive material. Further, since the beam member is pressure-bonded to the column beam member by the PC steel bar provided so as to penetrate the beam widened portion, it is not necessary to store the fixing hardware inside the beam main body portion. Furthermore, since the PC steel bar is provided for each column beam member (column) to which the beam member is crimped, the indefinite secondary stress generated in the frame can be made small enough to be ignored. Therefore, design is easy and construction can be performed without being bound by a detailed construction plan. Further, in the first beam, since the PC steel material reaching the joint portion is disposed at least at the end connected to the column, the bending strength of the beam end on the column beam joint side can be improved. In the case of the beam, the bending strength can be improved by the PC steel material, and the bending strength can be improved by the PC steel bar at the column beam joint. Therefore, it is possible to achieve both the improvement of the bending strength of the beam and the stabilization and cost reduction of the cost.

また、上記の構成において、前記梁部材（１３）が前記柱梁部材（１２）の前記仕口部（７）に対して前記第２（Ｙ）方向の両側に一対に配置され、前記一対の前記梁部材の一方が、前記柱梁部材との接合端面（１３ａ）から突出する梁主筋（４４Ｂ）を有し、前記一対の前記梁部材の他方が、前記柱梁部材との接合端面に開口するように設けられて前記一方の梁部材の前記梁主筋を受容するスリーブ継手（４６）を有し、前記スリーブ継手が、前記他方の梁部材における前記接合端面から前記梁拡幅部（４２）の第２方向寸法（Ｌ）の範囲に納まる位置に設けられているとよい。梁主筋（４４Ｂ）は、上端筋、下端筋又はその両方であってよい。   In the above configuration, the beam members (13) are arranged in pairs on both sides in the second (Y) direction with respect to the joint portion (7) of the column beam members (12), and the pair of beams One of the beam members has a beam main bar (44B) protruding from a joint end surface (13a) with the column beam member, and the other of the pair of beam members opens to a joint end surface with the column beam member. And a sleeve joint (46) that receives the beam main reinforcement of the one beam member, and the sleeve joint extends from the joint end surface of the other beam member to the beam widening portion (42). It may be provided at a position that falls within the range of the second direction dimension (L). The beam main bars (44B) may be upper end bars, lower end bars, or both.

梁部材の一方から突出させた梁主筋を梁部材の他方に設けたスリーブ継手に挿入して接合する場合、スリーブ継手を梁の曲げ降伏ヒンジとなるヒンジゾーンから外れた位置、即ち柱梁部材との接合端面から離れた位置に設け、接合端面からスリーブ継手へ至る長い鉄筋挿入孔を設けなければならない。そのため、梁主筋を仕口部からスリーブ継手に挿入する作業が煩雑であった。この構成によれば、ヒンジゾーンが梁部材における梁拡幅部の中央側の変断面部に形成されるため、スリーブ継手を梁部材の接合端面近くに設けることができる。そのため、梁主筋のスリーブ継手への挿入作業が容易になる。   When inserting and joining a beam main bar protruding from one of the beam members to a sleeve joint provided on the other of the beam members, the sleeve joint is positioned away from the hinge zone that becomes the bending yield hinge of the beam, that is, the column beam member A long rebar insertion hole from the joint end surface to the sleeve joint must be provided at a position away from the joint end surface. For this reason, the operation of inserting the beam main reinforcement from the joint portion into the sleeve joint is complicated. According to this configuration, since the hinge zone is formed in the variable cross-section portion on the center side of the beam widening portion in the beam member, the sleeve joint can be provided near the joining end surface of the beam member. For this reason, it becomes easy to insert the beam reinforcement into the sleeve joint.

また、上記の構成において、当該ラーメン構造体が多層構造であり、第１の層に設けられる第１の前記柱梁部材（１２）と、前記第１の層の１層上の層である第２の層に設けられる第２の前記柱梁部材（１２）と、前記第１の柱梁部材と前記第２の柱梁部材との間に設けられるプレキャストコンクリートからなる柱本体部材（１１）とを有し、前記柱梁部材の前記仕口部（７）が、前記柱本体部材に比べて前記第１方向の両側に拡幅するように形成された一対の柱拡幅部（３２）を有し、前記ＰＣ鋼棒（５１）が、前記柱拡幅部を貫通するように設けられているとよい。   Further, in the above configuration, the ramen structure has a multilayer structure, and the first beam member (12) provided in the first layer and the first layer that is one layer above the first layer. A second columnar member (12) provided in a second layer, and a column main body member (11) made of precast concrete provided between the first columnar member and the second columnar member; And the joint portion (7) of the column beam member has a pair of column widening portions (32) formed so as to widen on both sides in the first direction as compared with the column main body member. The PC steel rod (51) may be provided so as to penetrate the column widened portion.

この構成によれば、ＰＣ鋼棒の緊張力を柱拡幅部で受けることができるため、ＰＣ鋼棒の緊張力によるプレストレスに耐え得るように梁拡幅部の拡幅量を大きくすることができる。従って、比較的低い強度のコンクリートを梁部材に用いることができ、材料コストの増大を抑制できる。また、柱梁部材の短手方向の寸法を小さくできるため、運搬が容易になる。   According to this configuration, since the tension of the PC steel bar can be received by the column widening portion, the amount of widening of the beam widening portion can be increased so as to withstand the prestress caused by the tension of the PC steel rod. Therefore, relatively low strength concrete can be used for the beam member, and an increase in material cost can be suppressed. Moreover, since the dimension of the transversal direction of a column beam member can be made small, conveyance becomes easy.

また、上記の構成において、前記柱梁部材（１２）の内部には、前記柱本体部材（１１）の断面形状に対応して複数の柱主筋（２４）が配置され、前記ＰＣ鋼棒が前記柱主筋の外側に設けられているとよい。   Further, in the above configuration, a plurality of column main bars (24) are arranged inside the column beam member (12) corresponding to the cross-sectional shape of the column main body member (11), and the PC steel rod is It is good to be provided outside the column main reinforcement.

柱は鉄筋コンクリート製であるため、内部に多くの柱主筋が配置され、ＰＣ鋼棒を挿通させる孔を形成することが困難であるが、この構成によれば、ＰＣ鋼棒を挿通させる孔を容易に形成することができる。   Since the column is made of reinforced concrete, it is difficult to form a hole through which the PC steel bar is inserted because many column main bars are arranged inside, but according to this configuration, the hole through which the PC steel bar can be inserted is easy. Can be formed.

また、上記の構成において、前記第１（Ｘ）方向に互いに隣接する一対の前記第２の梁（５）間に架設され、前記第１方向に延在する複数の小梁（８）を更に有し、前記第１の梁（３）が、前記第１方向に互いに隣接する一対の前記柱梁部材（１２）の一方に形成された梁部（９）と、前記一対の柱梁部材の他方に形成され、前記一方の柱梁部材の前記梁部に接合される梁部（９）とにより構成され、前記一方の柱梁部材の前記梁部が接合端面（９ａ）から突出する梁主筋（３４）を有し、前記他方の柱梁部材の前記梁部が、接合端面（９ａ）に開口するように設けられて前記一方の柱梁部材の前記梁主筋を受容するスリーブ継手（３６）を有するとよい。   Further, in the above configuration, a plurality of small beams (8) extending between the pair of second beams (5) adjacent to each other in the first (X) direction and extending in the first direction are further provided. The first beam (3) includes a beam portion (9) formed on one of the pair of column beam members (12) adjacent to each other in the first direction, and the pair of column beam members A beam main bar formed on the other side and configured by a beam portion (9) joined to the beam portion of the one column beam member, the beam portion of the one column beam member protruding from the joining end surface (9a) (34), and the beam portion of the other column beam member is provided so as to open to the joint end surface (9a), and the sleeve joint (36) that receives the beam main bar of the one column beam member It is good to have.

この構成によれば、小梁が設けられることにより、積載荷重の殆どは、ＰＣ鋼材で曲げ耐力を向上させやすい第２の梁が負担することになる。これにより、第１の梁を、梁主筋で接合される第１梁部と第２梁部とで構成することが可能になり、部材点数を削減でき、現場での作業が少なくなるため、工期を短縮できる。   According to this configuration, by providing the small beams, most of the loading load is borne by the second beam, which is easily made of PC steel and can improve the bending strength. As a result, the first beam can be constituted by the first beam portion and the second beam portion joined by the beam main reinforcement, the number of members can be reduced, and work on site is reduced. Can be shortened.

このように本発明によれば、設計が容易であり、かつ詳細な施工計画に縛られることなく施工することができ、梁の曲げ耐力の向上とコストの安定化及び低廉化とを両立できるラーメン構造体を提供することができる。   As described above, according to the present invention, the ramen can be easily designed and can be constructed without being restricted by a detailed construction plan, and can achieve both improvement in bending strength of the beam, stabilization of cost and reduction in cost. A structure can be provided.

実施形態に係るラーメン構造体の斜視図The perspective view of the ramen structure concerning an embodiment 図１に示すラーメン構造体の分解斜視図1 is an exploded perspective view of the ramen structure shown in FIG. 図１中のIII矢視図（Ｘ方向架構の正面図）View along arrow III in Fig. 1 (front view of X-direction frame) 図１中のIV矢視図（Ｘ方向架構の上面図）IV arrow view in Fig. 1 (top view of X-direction frame) 図３中のＶ−Ｖ断面図（柱本体部材の断面図）VV sectional view in FIG. 3 (sectional view of the column body member) 図４中のVI−VI断面図（図３に対応するＸ方向架構の正面断面図）VI-VI sectional view in FIG. 4 (front sectional view of the X-direction frame corresponding to FIG. 3) 図３中のVII−VII断面図（図４に対応するＸ方向架構の上面断面図）VII-VII sectional view in FIG. 3 (top sectional view of the X-direction frame corresponding to FIG. 4) 図３中のVIII−VIII断面図（Ｘ方向梁の横断面図）VIII-VIII sectional view in FIG. 3 (cross sectional view of X direction beam) 図１中のIX矢視図（Ｙ方向架構の正面図）IX arrow view in Fig. 1 (front view of frame in Y direction) 図１中のＸ矢視図（Ｙ方向架構の上面図）View from arrow X in Fig. 1 (top view of frame in Y direction) 図１０中のXI−XI断面図（図８に対応するＹ方向架構の正面断面図）XI-XI sectional view in FIG. 10 (front sectional view of the Y-direction frame corresponding to FIG. 8) 図１０中のXII−XII断面図（図８に対応するＹ方向架構の正面一部断面図）XII-XII sectional view in FIG. 10 (front sectional view of the Y-direction frame corresponding to FIG. 8) 図９中のXIII−XIII断面図（図９に対応するＹ方向架構の上面断面図）XIII-XIII sectional view in FIG. 9 (top sectional view of the Y-direction frame corresponding to FIG. 9) 図９中のXIV−XIV断面図（Ｙ方向梁の横断面図）XIV-XIV cross-sectional view in Fig. 9 (cross-sectional view of Y-direction beam) 図１中のXV矢視図（Ｙ方向架構の端部の正面図）XV arrow view in Fig. 1 (front view of the end of the frame in the Y direction) Ｘ方向架構の組立手順の説明図Illustration of assembly procedure for X direction frame Ｙ方向架構の組立手順の説明図Explanatory drawing of assembly procedure of Y direction frame

以下、図面を参照しながら、本発明に係るラーメン構造体１の実施形態について、詳細に説明する。   Hereinafter, an embodiment of a rigid frame structure 1 according to the present invention will be described in detail with reference to the drawings.

図１に示すように、ラーメン構造体１では、水平面上で直交するＸ方向及びＹ方向に鉄筋コンクリート製の複数の柱２が配列されている。Ｘ方向に互いに隣接する柱２、２間には、Ｘ方向に延在する鉄筋コンクリート製の複数のＸ方向梁３が架設されており、これらの柱２、２及びＸ方向梁３によってＸ方向に延在するＸ方向架構４が構成される。また、Ｙ方向に互いに隣接する柱２、２間には、Ｙ方向に延在する鉄筋コンクリート製の複数のＹ方向梁５が架設されており、これらの柱２、２及びＹ方向梁５によってＹ方向に延在するＹ方向架構６が構成される。Ｘ方向梁３及びＹ方向梁５は、鉛直方向に互いに重なる位置で柱２に接合されている。柱２とＸ方向梁３との仕口、及び柱２とＹ方向梁５との仕口が、柱２における（鉛直方向について）共通の仕口部７を構成している。   As shown in FIG. 1, in the ramen structure 1, a plurality of columns 2 made of reinforced concrete are arranged in the X direction and the Y direction orthogonal to each other on a horizontal plane. Between the columns 2 and 2 adjacent to each other in the X direction, a plurality of X-direction beams 3 made of reinforced concrete extending in the X direction are laid, and these columns 2 and 2 and the X direction beams 3 extend in the X direction. An extending X-direction frame 4 is configured. Further, a plurality of Y-direction beams 5 made of reinforced concrete extending in the Y direction are installed between the columns 2 and 2 adjacent to each other in the Y direction. A Y-direction frame 6 extending in the direction is configured. The X direction beam 3 and the Y direction beam 5 are joined to the column 2 at a position where they overlap each other in the vertical direction. The joint between the column 2 and the X-direction beam 3 and the joint between the column 2 and the Y-direction beam 5 constitute a common joint portion 7 in the column 2 (in the vertical direction).

Ｘ方向梁３及びＹ方向梁５おける柱２、Ｘ方向梁３及びＹ方向梁５は全て、矩形断面形状とされている。また、これらの部材は、以下で言及する部分以外では一定断面形状となっている。Ｙ方向梁５は、Ｘ方向梁３よりも長くされており、Ｘ方向に互いに隣接する一対のＹ方向梁５、５間には、想像線で示すように複数の小梁８が架設される。これらのＸ方向梁３、Ｙ方向梁５及び小梁８の上方或いは上部には図示しないスラブが構築される。   The column 2, the X direction beam 3 and the Y direction beam 5 in the X direction beam 3 and the Y direction beam 5 all have a rectangular cross-sectional shape. Moreover, these members have a constant cross-sectional shape except for the portions mentioned below. The Y-direction beam 5 is longer than the X-direction beam 3, and a plurality of small beams 8 are installed between a pair of Y-direction beams 5 and 5 adjacent to each other in the X direction as indicated by imaginary lines. . A slab (not shown) is constructed above or above these X direction beam 3, Y direction beam 5 and small beam 8.

本実施形態では、Ｘ方向梁３、Ｙ方向梁５、小梁８及びスラブが鉛直方向の異なる位置に複数層に構築され、ラーメン構造体１が多層構造とされている。このような多層ラーメン構造の建物は、本実施形態では物流倉庫として利用される。或いは、建物はオフィスビルや集合住宅、商用施設などとして利用されてもよい。なお、図１には、ラーメン構造体１のうち、Ｘ方向及びＹ方向のそれぞれについて３列の柱２を示し、ラーメン構造体１を２層まで構築した状態を示しているが、ラーメン構造体１が有する柱２の列数やラーメン構造体１の層数はこれに限られるものではない。以下、図示された下側の層を１階として、１階のラーメンを構成する柱２や梁３、５を、１階の柱２、１階の梁３、５などと呼び、その１層上の層を２階として、２階のラーメンを構成する柱２や梁３、５を、２階の柱２、２階の梁３、５などと呼ぶことがある。   In this embodiment, the X-direction beam 3, the Y-direction beam 5, the small beam 8, and the slab are constructed in a plurality of layers at different positions in the vertical direction, and the rigid frame structure 1 has a multilayer structure. Such a multilayer ramen structure building is used as a distribution warehouse in this embodiment. Alternatively, the building may be used as an office building, an apartment house, a commercial facility, or the like. FIG. 1 shows three columns 2 in each of the X direction and the Y direction in the ramen structure 1 and shows a state in which the ramen structure 1 is constructed up to two layers. The number of columns 2 of 1 and the number of layers of the ramen structure 1 are not limited to this. Hereinafter, with the lower layer shown in the figure as the first floor, the pillars 2 and beams 3 and 5 constituting the first floor ramen will be referred to as the first floor pillar 2, the first floor beams 3 and 5, and the like. With the upper layer as the second floor, the pillars 2 and beams 3, 5 constituting the second-floor ramen may be referred to as the second-floor pillar 2, the second-floor beams 3, 5, and the like.

図２に併せて示すように、ラーメン構造体１は、プレキャストコンクリートからなる複数のＰＣａ部材を組み立てて構築される。これらのＰＣａ部材は、各階の柱２の下部を構成する複数の柱本体部材１１、柱本体部材１１の上面に接合され、各階の柱２の仕口部７を構成すると共に当該仕口部７に接合されるＸ方向梁３の約半分の部分である梁半部９を構成する複数の柱梁部材１２、及びＹ方向梁５を構成する複数の梁部材１３を含んでいる。   As shown in FIG. 2, the ramen structure 1 is constructed by assembling a plurality of PCa members made of precast concrete. These PCa members are joined to a plurality of column main body members 11 constituting the lower part of the pillar 2 on each floor and the upper surface of the column main body member 11 to constitute the joint portion 7 of the pillar 2 on each floor and the joint portion 7. A plurality of column beam members 12 constituting a beam half 9 that is about half of the X-direction beam 3 to be joined to each other, and a plurality of beam members 13 constituting a Y-direction beam 5 are included.

１階の柱本体部材１１の上面に１階の柱梁部材１２が接合され、１階の柱梁部材１２の上面に２階の柱本体部材１１が接合され、２階の柱本体部材１１の上面に２階の柱梁部材１２が接合される。つまり、柱本体部材１１は、１階の柱梁部材１２と２階の柱梁部材１２との間に設けられ、柱２の仕口部７以外の部分の全体を構成している。なお、階高が大きい場合や柱２の断面寸法が大きく重量が重くなる場合など、取り扱いが困難な場合には、柱本体部材１１を上下に分割して２つ以上の部材によって１階分の柱２の仕口部７を除いた部分を構成してもよい。本実施形態では、柱本体部材１１はプレストレスが導入されないＲＣ造とされている。   The first-floor column beam member 12 is joined to the upper surface of the first-floor column body member 11, and the second-floor column body member 11 is joined to the upper surface of the first-floor column beam member 12. A column beam member 12 on the second floor is joined to the upper surface. That is, the column main body member 11 is provided between the column beam member 12 on the first floor and the column beam member 12 on the second floor, and constitutes the entire portion other than the joint portion 7 of the column 2. In addition, when handling is difficult, such as when the floor height is large or the cross-sectional dimension of the pillar 2 is large and the weight is heavy, the pillar main body member 11 is divided into two or more parts and divided by one or more floors. You may comprise the part except the joint part 7 of the pillar 2. FIG. In this embodiment, the column main body member 11 is made of RC which does not introduce prestress.

柱梁部材１２は、ラーメン構造体１のＸ方向の端部（外周部）に設けられる柱２の一部として用いられるものと、それ以外の（建物の内側に配置される）柱２の一部として用いられるものとで大きく形状が異なっている。即ち、上記外周部の柱２の一部として用いられる柱梁部材１２は、柱２の仕口部７と当該仕口部７の１つの側面に接合される１つのＸ方向梁３の梁半部９とにより一体形成される。一方、それ以外の柱２の一部として用いられる柱梁部材１２は、柱２の仕口部７と当該仕口部７の相反する２つの側面に接合される２つのＸ方向梁３、３の梁半部９、９とにより一体形成される。   The column beam member 12 is used as a part of the column 2 provided at the end portion (outer peripheral portion) in the X direction of the rigid frame structure 1 and one of the other columns 2 (arranged inside the building). The shape is greatly different from that used as a part. That is, the column beam member 12 used as a part of the column 2 of the outer peripheral portion is a beam half of the X-direction beam 3 joined to the joint portion 7 of the column 2 and one side surface of the joint portion 7. The unit 9 is integrally formed. On the other hand, the column beam member 12 used as a part of the other columns 2 includes a joint portion 7 of the column 2 and two X-direction beams 3 and 3 joined to two opposite side surfaces of the joint portion 7. The beam halves 9 and 9 are integrally formed.

上記外周部の柱２の一部として用いられる柱梁部材１２の梁半部９の接合端面９ａに、Ｘ方向に隣接配置された柱２の一部として用いられる柱梁部材１２が一方の梁半部９の接合端面９ａをもって接合され、この柱梁部材１２の他方の梁半部９の接合端面９ａに、Ｘ方向に隣接配置された柱２の一部として用いられる柱梁部材１２が一方の梁半部９の接合端面９ａをもって接合される。つまり、Ｘ方向梁３は、Ｘ方向に互いに隣接する一対の柱梁部材１２の一方に形成された梁半部９と、当該一対の柱梁部材１２の他方に形成され、一方の柱梁部材１２の梁半部９に接合される梁半部９とにより構成される。   One beam is a column beam member 12 used as a part of the column 2 arranged adjacent to the joining end face 9a of the beam half 9 of the column beam member 12 used as a part of the column 2 at the outer peripheral portion. The column beam member 12 used as a part of the column 2 arranged adjacent to the X direction is joined to the junction end surface 9a of the other beam half portion 9 of the column beam member 12 by joining with the junction end surface 9a of the half portion 9. It joins with the joining end surface 9a of the beam half part 9. That is, the X-direction beam 3 is formed on one of the pair of column beam members 12 adjacent to each other in the X direction and the other of the pair of column beam members 12, and the one column beam member The beam half portions 9 are joined to the 12 beam half portions 9.

梁部材１３は、Ｙ方向梁５の全体を構成しており、柱２の仕口部７とは別体に形成されている。梁部材１３は、Ｙ方向に互いに隣接配置された一対の柱２の仕口部７に両端を接合される。   The beam member 13 constitutes the entire Y-direction beam 5, and is formed separately from the joint portion 7 of the column 2. Both ends of the beam member 13 are joined to the joint portions 7 of the pair of columns 2 arranged adjacent to each other in the Y direction.

以下、図３〜図１５を参照しながら各部材について詳細に説明してゆく。なお、図６、図７、図１１〜図１３においては、図が煩雑となることを避けるため、各部材の内部に配置されたすべての鉄筋は図示せず、主筋のみを示している。   Hereinafter, each member will be described in detail with reference to FIGS. In FIGS. 6, 7, and 11 to 13, all the reinforcing bars arranged inside each member are not shown, and only the main reinforcing bars are shown, in order to avoid complication of the drawings.

図３及び図５に示すように、柱本体部材１１は、正方形断面を有しており、内部には側面に沿って複数の柱主筋２４が配置されている。柱主筋２４は、所定のピッチで配置された帯筋２５（図５）によって囲繞されている。図６に示すように、柱本体部材１１の上端部には、当該柱本体部材１１の柱主筋２４と上層の柱本体部材１１の柱主筋２４とを接続するために、柱主筋２４の数に応じたスリーブ継手２６が柱本体部材１１の上面に開口するように設けられている。柱主筋２４は、柱本体部材１１の下面から突出しており、後述する柱梁部材１２の仕口部７に設けられた柱筋挿通孔３３を貫通して、下層の柱本体部材１１に設けられたスリーブ継手２６に挿入され、スリーブ継手２６のグラウトが注入されることによって下層の柱本体部材１１の柱主筋２４と接続される。   As shown in FIGS. 3 and 5, the column main body member 11 has a square cross section, and a plurality of column main bars 24 are arranged along the side surface. The columnar reinforcing bars 24 are surrounded by band bars 25 (FIG. 5) arranged at a predetermined pitch. As shown in FIG. 6, in order to connect the column main reinforcement 24 of the column main body member 11 and the column main reinforcement 24 of the upper column main body member 11 to the upper end portion of the column main body member 11, the number of the column main reinforcements 24 is increased. The corresponding sleeve joint 26 is provided so as to open on the upper surface of the column main body member 11. The column main bar 24 protrudes from the lower surface of the column main body member 11, passes through a column bar insertion hole 33 provided in the joint portion 7 of the column beam member 12 described later, and is provided in the lower column main body member 11. When the grout of the sleeve joint 26 is injected, it is connected to the column main reinforcement 24 of the lower column main body member 11.

図３及び図４に示すように、柱梁部材１２は、前述したように柱２の仕口部７とＸ方向梁３の梁半部９とを一体に構成している。図３及び図４には、Ｘ方向の端部に設けられる上記建物外周部の柱２以外の柱２の一部として用いられる柱梁部材１２を示している。従って、柱梁部材１２は、仕口部７のＸ方向の両側面に接合される２つの梁半部９を有している。仕口部７は、梁半部９（Ｘ方向梁３）の梁成と同一の高さ寸法とされ、Ｙ方向については梁半部９の梁幅よりも大きくかつ柱本体部材１１と同一の寸法（図９参照）とされている。一方、仕口部７のＸ方向の寸法は、当該仕口部７のＹ方向の寸法よりも大きく、即ち柱本体部材１１よりも大きくされている。つまり、柱梁部材１２の仕口部７は、柱本体部材１１に比べてＸ方向の両側に拡幅するように形成された一対の柱拡幅部３２、３２を有している。   As shown in FIGS. 3 and 4, the column beam member 12 integrally forms the joint portion 7 of the column 2 and the beam half portion 9 of the X-direction beam 3 as described above. 3 and 4 show a column beam member 12 used as a part of the pillar 2 other than the pillar 2 on the outer periphery of the building provided at the end in the X direction. Therefore, the column beam member 12 has two beam halves 9 joined to both side surfaces of the joint portion 7 in the X direction. The joint portion 7 has the same height as that of the beam half 9 (X-direction beam 3), and is larger than the beam width of the beam half 9 in the Y direction and is the same as the column main body member 11. It is set as a dimension (refer FIG. 9). On the other hand, the dimension of the joint portion 7 in the X direction is larger than the dimension of the joint portion 7 in the Y direction, that is, larger than the column main body member 11. That is, the joint portion 7 of the column beam member 12 has a pair of column widened portions 32 and 32 formed so as to be widened on both sides in the X direction as compared with the column main body member 11.

仕口部７の前述した柱主筋２４に対応する位置には、柱主筋２４を挿通させるための柱筋挿通孔３３が仕口部７を上下に貫通するように形成されている。柱筋挿通孔３３は、柱梁部材１２のコンクリート打設時に設置しておいたシースにより画成され、柱主筋２４よりも大きな直径とされている。上方に配置される柱本体部材１１の柱主筋２４が柱筋挿通孔３３に挿通され、下方に配置された柱本体部材１１のスリーブ継手２６に挿入された後、スリーブ継手２６へのグラウト注入と同時にシース内にもグラウトが注入されることにより、柱主筋２４は柱梁部材１２の仕口部７と一体化される。   A column reinforcement insertion hole 33 for inserting the column main reinforcement 24 is formed at a position corresponding to the above-described column main reinforcement 24 of the joint portion 7 so as to penetrate the joint portion 7 vertically. The column reinforcement insertion hole 33 is defined by a sheath that is installed when the column beam member 12 is placed in concrete, and has a diameter larger than that of the column main reinforcement 24. After the column main reinforcement 24 of the column main body member 11 disposed above is inserted into the column bar insertion hole 33 and inserted into the sleeve joint 26 of the column main body member 11 disposed below, the grout injection into the sleeve joint 26 is performed. At the same time, grout is injected into the sheath, so that the column main reinforcement 24 is integrated with the joint portion 7 of the column beam member 12.

図６〜図８に示すように、柱梁部材１２の内部には、複数の梁主筋３４（上端筋及び下端筋）が配置されている。梁主筋３４は、所定のピッチで配置された肋筋３５（図８）によって囲繞されている。梁主筋３４は、Ｘ方向の一端（図６、７中の右端）において、柱梁部材１２の梁半部９の接合端面９ａから突出している。一方、柱梁部材１２のＸ方向の他端部（図６、７中の左端）には、当該柱梁部材１２の梁主筋３４と、その左方に配置される柱梁部材１２の梁主筋３４とを接続するために、梁主筋３４の数に応じたスリーブ継手３６が柱梁部材１２の梁半部９の接合端面９ａに開口するように設けられている。左方に配置される柱梁部材１２の梁主筋３４も右端の接合端面９ａから右方に突出しており、当該柱梁部材１２に設けられたスリーブ継手３６が左方に配置される柱梁部材１２の梁主筋３４を受容し、スリーブ継手３６にグラウトが注入されることによって隣接する柱梁部材１２の梁主筋３４、３４同士が接続される。   As shown in FIGS. 6 to 8, a plurality of beam main bars 34 (upper and lower bars) are arranged inside the column beam member 12. The beam main bar 34 is surrounded by the barb 35 (FIG. 8) arranged at a predetermined pitch. The main beam 34 protrudes from the joint end surface 9a of the beam half 9 of the column beam member 12 at one end in the X direction (the right end in FIGS. 6 and 7). On the other hand, at the other end in the X direction of the column beam member 12 (left end in FIGS. 6 and 7), the beam main bar 34 of the column beam member 12 and the beam main bar of the column beam member 12 arranged on the left side thereof. In order to connect 34, sleeve joints 36 corresponding to the number of beam main bars 34 are provided so as to open to the joint end surface 9 a of the beam half 9 of the column beam member 12. The beam main reinforcing bar 34 of the column beam member 12 arranged on the left also protrudes rightward from the joint end surface 9a at the right end, and the sleeve joint 36 provided on the column beam member 12 is arranged on the left side. The beam main bars 34 of the adjacent column beam members 12 are connected to each other by receiving the twelve beam main bars 34 and injecting grout into the sleeve joint 36.

また、柱梁部材１２の内部には、Ｘ方向に延在する複数のＰＣ鋼材３７が配置されている。このＰＣ鋼材３７は、柱梁部材１２を工場で製作する際にプレテンション工法で柱梁部材１２の内部に設置され、柱梁部材１２に部材軸方向のプレストレスを導入している。即ち、柱梁部材１２はＰＣａＰＣ部材とされている。ＰＣ鋼材３７は、ＰＣ鋼線、ＰＣ鋼撚り線、ＰＣ鋼棒のいずれを用いてもよいが、本実施形態ではＰＣ鋼撚り線が用いられている。ＰＣ鋼材３７は、最も外側に配置された梁主筋３４の内側において上寄りに８本、下寄りに８本の合計１６本配置されている。   A plurality of PC steel members 37 extending in the X direction are arranged inside the column beam member 12. The PC steel material 37 is installed inside the column beam member 12 by a pre-tension method when the column beam member 12 is manufactured in a factory, and prestress is introduced into the column beam member 12 in the member axial direction. That is, the column beam member 12 is a PCaPC member. As the PC steel material 37, any of a PC steel wire, a PC steel stranded wire, and a PC steel rod may be used. In this embodiment, a PC steel stranded wire is used. A total of 16 PC steel members 37 are arranged on the inner side of the main beam 34 arranged on the outermost side, 8 on the upper side and 8 on the lower side.

図９〜図１３は、Ｙ方向梁５を構成する梁部材１３を説明するための図であるが、梁部材１３と柱梁部材１２（柱２）との接合構造も説明するために、Ｙ方向の端部（建物隅部）に設けられる柱２以外の柱２を構成する柱梁部材１２とこの柱梁部材１２のＹ方向の両側に配置された２つの梁部材１３、１３のそれぞれの柱梁部材１２側の一部のみを示している。   9 to 13 are diagrams for explaining the beam member 13 constituting the Y-direction beam 5, but in order to explain the joint structure of the beam member 13 and the column beam member 12 (column 2), Y The column beam member 12 constituting the column 2 other than the column 2 provided at the end of the direction (the corner of the building) and each of the two beam members 13 and 13 disposed on both sides in the Y direction of the column beam member 12 Only a part on the column beam member 12 side is shown.

図９及び図１０に示すように、梁部材１３は、柱梁部材１２の仕口部７の上下寸法、即ちＸ方向梁３の梁成と同一の梁成を有している。一方、梁部材１３は、Ｙ方向の中間部において比較的小さな幅寸法に形成され、Ｙ方向の両端部において比較的大きな幅寸法に形成されている。つまり、梁部材１３は、全長にわたって形成された梁本体部４１と、梁本体部４１の両端において両側方に拡幅するように形成された一対の梁拡幅部４２、４２とを有している。梁拡幅部４２のＹ方向寸法Ｌ（部材軸方向長さ）は、梁部材１３が構成するＹ方向梁５の曲げ降伏ヒンジの発生を、梁拡幅部４２が形成されない部分（変断面部）に限定させるため、梁部材１３の梁成の１〜２倍程度とされている。梁部材１３の幅寸法は、梁拡幅部４２が形成された端部において、梁成よりも大きく（図１４参照）、柱梁部材１２の仕口部７の幅寸法（Ｘ方向寸法）と同一とされている。従って、梁部材１３の接合端面１３ａは、仕口部７の接合面と同一形状、同一面積となっている。一方、梁部材１３の幅寸法は、梁拡幅部４２が形成されていない中間部（梁本体部４１のみの部分）においては、柱本体部材１１の幅寸法（Ｘ方向寸法）よりも小さく、柱梁部材１２の梁半部９の梁幅と同程度とされている。   As shown in FIGS. 9 and 10, the beam member 13 has the same vertical dimension as that of the joint 7 of the column beam member 12, that is, the beam direction of the X-direction beam 3. On the other hand, the beam member 13 is formed with a relatively small width dimension at the intermediate portion in the Y direction, and is formed with a relatively large width dimension at both ends in the Y direction. That is, the beam member 13 includes a beam main body portion 41 formed over the entire length, and a pair of beam widening portions 42 and 42 formed so as to expand on both sides at both ends of the beam main body portion 41. The Y-direction dimension L (the length in the member axial direction) of the beam widening portion 42 indicates that a bending yielding hinge of the Y-direction beam 5 formed by the beam member 13 is generated in a portion where the beam widening portion 42 is not formed (variable cross section). In order to limit, it is set to about 1 to 2 times the beam formation of the beam member 13. The width dimension of the beam member 13 is larger than the beam formation at the end where the beam widening portion 42 is formed (see FIG. 14), and is the same as the width dimension (X direction dimension) of the joint portion 7 of the column beam member 12. It is said that. Therefore, the joint end surface 13 a of the beam member 13 has the same shape and the same area as the joint surface of the joint portion 7. On the other hand, the width dimension of the beam member 13 is smaller than the width dimension (dimension in the X direction) of the column main body member 11 at the intermediate portion where only the beam widening portion 42 is not formed (the portion of the beam main body portion 41 only). The beam width is approximately the same as the beam width of the beam half 9 of the beam member 12.

図１１、図１３及び図１４に示すように、梁本体部４１の内部には、複数の梁主筋４４Ａ（上端筋及び下端筋）が配置されている。梁主筋４４Ａは、所定のピッチで配置された肋筋４５（図１４）によって囲繞されており、梁本体部４１の内部に納められている。つまり、１つの梁部材１３の内部に配置された梁主筋４４Ａは、Ｙ方向に隣接配置された梁部材１３の梁主筋４４Ａと接続されない。   As shown in FIGS. 11, 13, and 14, a plurality of beam main bars 44 </ b> A (upper and lower bars) are arranged inside the beam main body 41. The beam main reinforcing bars 44A are surrounded by the reinforcing bars 45 (FIG. 14) arranged at a predetermined pitch, and are stored in the beam main body 41. That is, the main beam bars 44A arranged inside one beam member 13 are not connected to the main beam bars 44A of the beam members 13 arranged adjacent to each other in the Y direction.

一方、梁拡幅部４２のＹ方向寸法Ｌに対応する端部における梁本体部４１の上部（梁拡幅部４２によって挟まれた部分）には、Ｙ軸方向に延在する高強度異形鉄筋からなる複数の接合部用梁主筋４４Ｂが追加的に配置されている。梁部材１３のＹ方向の一端（図１１、１３中の右端）に配置された接合部用梁主筋４４Ｂ（図中左側の梁部材１３の接合部用梁主筋４４Ｂ）は、梁部材１３の接合端面１３ａから突出している。他方、梁部材１３のＹ方向の他端部（図１１、１３中の左端、即ち図中右側の梁部材１３の左端）であって、梁部材１３における柱梁部材１２との接合端面１３ａから梁拡幅部４２のＹ方向寸法Ｌの範囲に納まる位置には、当該梁部材１３の接合部用梁主筋４４Ｂと、その左方に配置される梁部材１３の接合部用梁主筋４４Ｂとを接続するために、接合部用梁主筋４４Ｂの数に応じたスリーブ継手４６が梁部材１３の接合端面１３ａに開口するように設けられている。柱梁部材１２の仕口部７には、接合部用梁主筋４４Ｂを挿通させるための梁筋挿通孔３８が仕口部７を貫通するように形成されている。左方に配置された梁部材１３の接合部用梁主筋４４Ｂは、この梁筋挿通孔３８を貫通して右方に配置された梁部材１３のスリーブ継手４６に挿入される。この状態でスリーブ継手４６にグラウトが注入されることによって隣接する梁部材１３の接合部用梁主筋４４Ｂ、４４Ｂ同士が接続される。   On the other hand, the upper portion of the beam body 41 at the end corresponding to the dimension L in the Y direction of the beam widening portion 42 (the portion sandwiched by the beam widening portion 42) is made of a high-strength deformed reinforcing bar that extends in the Y-axis direction. A plurality of joint beam main bars 44B are additionally arranged. The beam main bar for joint 44B (the beam main bar for joint 44B of the beam member 13 on the left side in the drawing) disposed at one end in the Y direction of the beam member 13 (the right end in FIGS. 11 and 13) is the joint of the beam member 13. It protrudes from the end surface 13a. On the other hand, the other end portion in the Y direction of the beam member 13 (the left end in FIGS. 11 and 13, that is, the left end of the beam member 13 on the right side in the drawing), from the joint end surface 13 a of the beam member 13 with the column beam member 12. At the position within the range of the dimension L in the Y direction of the beam widening portion 42, the beam main bar 44B for the joint portion of the beam member 13 and the beam main bar 44B for the joint portion of the beam member 13 arranged on the left side thereof are connected. For this purpose, sleeve joints 46 corresponding to the number of joint beam main bars 44B are provided so as to open to the joint end surface 13a of the beam member 13. In the joint portion 7 of the column beam member 12, a beam insertion hole 38 for inserting the joint beam main reinforcement 44B is formed so as to penetrate the joint portion 7. The main beam 44B for the joint portion of the beam member 13 arranged on the left side is inserted into the sleeve joint 46 of the beam member 13 arranged on the right side through the beam insertion hole 38. In this state, the grout is injected into the sleeve joint 46 to connect the beam main bars 44B and 44B for the joint portions of the adjacent beam members 13 to each other.

また、梁本体部４１の内部には、Ｙ方向に延在する複数のＰＣ鋼材４７が梁部材１３の全長にわたって配置されている。このＰＣ鋼材４７は、梁部材１３を工場で製作する際にプレテンション工法で梁部材１３の内部に設置され、梁部材１３に部材軸方向のプレストレスを導入している。即ち、梁部材１３はＰＣａＰＣ部材とされている。ＰＣ鋼材４７は、ＰＣ鋼線、ＰＣ鋼撚り線、ＰＣ鋼棒のいずれを用いてもよいが、本実施形態ではＰＣ鋼撚り線が用いられている。ＰＣ鋼材４７は、上下２段に設けられた梁主筋４４Ａの内側において上寄りに６本、下寄りに３本の合計９本配置されている。前述した梁拡幅部４２は、ＰＣ鋼材４７の定着長さを確保する領域となっており、変断面部とされたことで曲げ降伏ヒンジが生じるヒンジゾーンＨにおいて、ＰＣ鋼材４７が曲げ抵抗として機能する。   Further, a plurality of PC steel materials 47 extending in the Y direction are arranged in the beam main body portion 41 over the entire length of the beam member 13. The PC steel material 47 is installed inside the beam member 13 by a pre-tension method when the beam member 13 is manufactured in a factory, and prestress is introduced into the beam member 13 in the member axial direction. That is, the beam member 13 is a PCaPC member. As the PC steel material 47, any of a PC steel wire, a PC steel stranded wire, and a PC steel rod may be used. In this embodiment, a PC steel stranded wire is used. A total of nine PC steel members 47 are arranged on the inner side of the main beam bars 44A provided in two upper and lower stages, six on the upper side and three on the lower side. The beam widening portion 42 described above is a region that secures the fixing length of the PC steel material 47, and the PC steel material 47 functions as a bending resistance in the hinge zone H in which a bending yield hinge is generated by being a variable cross section. To do.

図１２〜図１４に示すように、梁部材１３の梁拡幅部４２には、Ｙ軸方向に延びるＰＣ鋼棒挿通孔４９が複数形成されている。本実施形態では、梁本体部４１の両側面に形成された一対の梁拡幅部４２、４２のそれぞれに、概ね均等間隔に配置された４つのＰＣ鋼棒挿通孔４９が上下方向に一列に形成されている。また、柱梁部材１２の仕口部７における柱拡幅部３２にも、これに対応する位置に複数のＰＣ鋼棒挿通孔３９が形成されている。梁拡幅部４２には、これらのＰＣ鋼棒挿通孔４９を囲繞するようにコ字状またはロ字状の補助鉄筋５０（図１４）が配置されている。図示は省略するが、仕口部７の柱拡幅部３２にも、これらのＰＣ鋼棒挿通孔３９を囲繞するようにコ字状またはロ字状の補助鉄筋が配置される。図１３に示されるように、仕口部７には柱本体部材１１の断面形状に対応して配置された柱主筋２４が通っており、仕口部７においてこれらのＰＣ鋼棒挿通孔３９は柱主筋２４の外側に形成されている。即ち、後述するＰＣ鋼棒５１が柱主筋２４の外側に配置される。   As shown in FIGS. 12 to 14, a plurality of PC steel rod insertion holes 49 extending in the Y-axis direction are formed in the beam widening portion 42 of the beam member 13. In the present embodiment, four PC steel rod insertion holes 49 are formed in a row in the vertical direction in each of the pair of beam widening portions 42, 42 formed on both side surfaces of the beam main body portion 41. Has been. In addition, a plurality of PC steel rod insertion holes 39 are also formed at positions corresponding to the column widened portion 32 in the joint portion 7 of the column beam member 12. In the beam widening portion 42, a U-shaped or B-shaped auxiliary rebar 50 (FIG. 14) is arranged so as to surround these PC steel rod insertion holes 49. Although illustration is omitted, a U-shaped or B-shaped auxiliary reinforcing bar is also arranged in the column widening portion 32 of the joint portion 7 so as to surround the PC steel rod insertion holes 39. As shown in FIG. 13, the column main reinforcement 24 arranged corresponding to the cross-sectional shape of the column main body member 11 passes through the joint portion 7, and the PC steel rod insertion holes 39 are formed in the joint portion 7. It is formed outside the column main reinforcement 24. That is, a PC steel bar 51 described later is disposed outside the column main bar 24.

図１２〜図１４に示すように、柱梁部材１２を挟んで直線状に配置された２つの梁部材１３は、ＰＣ鋼棒挿通孔４９、３９、４９に挿通されてそれぞれの梁拡幅部４２及び柱梁部材１２の柱拡幅部３２を貫通するように設けられるＰＣ鋼棒５１と、それぞれの梁拡幅部４２の接合端面１３ａと相反する側の端面４２ａに反力をとってＰＣ鋼棒５１の緊張力を維持する一対の定着金物５２とによって互いに圧着されている。本実施形態では、定着金物５２は、梁拡幅部４２の接合端面１３ａと相反する側の端面４２ａに設けられた孔開き鉄板５３、及び雌ねじが形成されたナット５４であり、このナット５４をＰＣ鋼棒５１の端部に形成された雄ねじに螺着して所定のトルクで締め付けることにより、ＰＣ鋼棒５１に所期の緊張力が付与される。   As shown in FIGS. 12 to 14, the two beam members 13 arranged linearly with the column beam member 12 interposed therebetween are inserted into the PC steel rod insertion holes 49, 39, 49, and the respective beam widening portions 42. And the PC steel bar 51 provided so that it may penetrate the column wide part 32 of the column beam member 12, and the end surface 42a on the side opposite to the joining end surface 13a of each beam wide part 42, and the PC steel bar 51 Are pressed against each other by a pair of fixing metal fittings 52 that maintain the tension. In this embodiment, the fixing hardware 52 is a perforated iron plate 53 provided on the end surface 42a opposite to the joint end surface 13a of the beam widening portion 42, and a nut 54 formed with a female screw. A desired tension force is applied to the PC steel bar 51 by screwing it onto a male screw formed at the end of the steel bar 51 and tightening it with a predetermined torque.

図１５は、Ｙ方向の端部に設けられた柱２を構成する柱梁部材１２とこの柱梁部材１２のＹ方向の一方に配置された１つの梁部材１３との接合構造を示している。同図に示すように、柱梁部材１２のＹ方向の一方にのみ柱梁部材１２が設けられる場合には、梁部材１３と柱梁部材１２とは、梁部材１３の梁拡幅部４２及び柱梁部材１２の柱拡幅部３２を貫通するように設けられるＰＣ鋼棒５１と、梁部材１３の梁拡幅部４２における接合端面１３ａと相反する側の端面４２ａ及び柱梁部材１２の梁部材１３と相反する側の側面に反力をとってＰＣ鋼棒５１の緊張力を維持する一対の定着金物５２とによって互いに圧着される。   FIG. 15 shows a joining structure of the column beam member 12 constituting the column 2 provided at the end portion in the Y direction and one beam member 13 arranged on one side of the column beam member 12 in the Y direction. . As shown in the figure, when the column beam member 12 is provided only on one side of the column beam member 12 in the Y direction, the beam member 13 and the column beam member 12 include the beam widening portion 42 and the column of the beam member 13. A PC steel rod 51 provided so as to penetrate the column widened portion 32 of the beam member 12, an end surface 42a opposite to the joint end surface 13a in the beam widened portion 42 of the beam member 13, and the beam member 13 of the column beam member 12. They are pressed against each other by a pair of fixing hardware 52 that takes a reaction force on the opposite side surfaces and maintains the tension of the PC steel bar 51.

次に、このように構成されたラーメン構造体１の構築手順の一例を、図１６及び図１７を参照しながら説明する。   Next, an example of the construction procedure of the ramen structure 1 configured as described above will be described with reference to FIGS. 16 and 17.

Ｘ方向架構４を構築する手順は次の通りである。即ち、図１６（Ａ）に示すように、Ｘ方向に複数の柱本体部材１１を建て込む。柱本体部材１１が２階用である場合、柱本体部材１１の下面から突出する柱主筋２４（図６）は、１階用の柱本体部材１１の上端に設けられた柱主筋接続用のスリーブ継手２６（図６）により１階用の柱本体部材１１内の柱主筋２４と接続する。図示するように柱本体部材１１が１階用（地下階がある場合には最下階用）である場合、柱主筋接続用のスリーブ継手２６を柱本体部材１１の上端だけでなく下端にも設けておき、基礎から突出する柱主筋２４を、柱本体部材１１の下端に設けられたスリーブ継手２６と接続する。   The procedure for constructing the X-direction frame 4 is as follows. That is, as shown in FIG. 16A, a plurality of column main body members 11 are built in the X direction. When the column main body member 11 is for the second floor, the column main bar 24 (FIG. 6) protruding from the lower surface of the column main body member 11 is a column main bar connecting sleeve provided at the upper end of the column main body member 11 for the first floor. It connects with the column main reinforcement 24 in the column main-body member 11 for 1st floors by the coupling 26 (FIG. 6). As shown in the figure, when the column main body member 11 is for the first floor (for the bottom floor when there is an underground floor), the sleeve coupling 26 for connecting the column main bars is not only at the upper end of the column main body member 11 but also at the lower end. The column main reinforcement 24 protruding from the foundation is connected to the sleeve joint 26 provided at the lower end of the column main body member 11.

次に、（Ｂ）に示すように、柱本体部材１１の上面に柱梁部材１２を設置する。Ｘ方向の端部に設ける柱梁部材１２は、単に上方から吊り下ろして位置合わせをすればよい。それ以降に設置する柱梁部材１２は、既に設置してある柱梁部材１２からＸ方向に離れた位置で設置高さまで吊り下ろし、設置済みの柱梁部材１２側に水平移動させながら、設置済みの柱梁部材１２の端部に設けられた梁主筋接続用のスリーブ継手３６（図６）に、設置しようとする柱梁部材１２の梁半部９の接合端面９ａから突出する梁主筋３４（図６）を挿入する。その後、スリーブ継手３６にグラウトを注入することにより、２つの柱梁部材１２、１２の梁主筋３４、３４同士を接続する。なお、柱梁部材１２同士の間の目地にもグラウトを注入する。   Next, the column beam member 12 is installed on the upper surface of the column body member 11 as shown in FIG. The column beam member 12 provided at the end in the X direction may be simply suspended from above and aligned. The column beam member 12 to be installed after that is suspended from the already installed column beam member 12 to the installation height at a position away from the column beam member 12 and horizontally moved to the installed column beam member 12 side. A beam main bar 34 protruding from the joint end surface 9a of the beam half 9 of the column beam member 12 to be installed is connected to a sleeve joint 36 (FIG. 6) for connecting the beam main bar provided at the end of the column beam member 12. 6) is inserted. After that, by injecting grout into the sleeve joint 36, the beam main bars 34, 34 of the two column beam members 12, 12 are connected to each other. In addition, grout is also injected into the joints between the column beam members 12.

その後、（Ｃ）に示すように、柱梁部材１２の仕口部７の上面に、１層上の階の柱本体部材１１を設置する。柱本体部材１１の下面からは柱主筋２４が突出しているため、柱本体部材１１を、位置を合わせながら吊り下ろし、仕口部７に形成された柱筋挿通孔３３（図６）に柱主筋２４を挿入し、更に柱本体部材１１を吊り下ろし、下の階の柱本体部材１１に設けられた柱主筋接続用のスリーブ継手２６（図６）に柱主筋２４を挿入する。その後、スリーブ継手２６にグラウトを注入することにより、これら２つの柱本体部材１１、１１の柱主筋２４、２４同士を接続する。また、柱梁部材１２とその下方の柱本体部材１１との間の目地、及び柱梁部材１２とその上方の柱本体部材１１との間の目地、及び柱梁部材１２の柱筋挿通孔３３にもグラウトを注入する。このような手順を繰り返すことにより、Ｘ方向架構４を構築することができる。   Thereafter, as shown in (C), the column main body member 11 of the upper floor is installed on the upper surface of the joint portion 7 of the column beam member 12. Since the column main bar 24 protrudes from the lower surface of the column main body member 11, the column main body member 11 is suspended while being aligned, and the column main bar is inserted into the column bar insertion hole 33 (FIG. 6) formed in the joint portion 7. 24, the column main body member 11 is further suspended, and the column main bar 24 is inserted into a column main bar connecting sleeve joint 26 (FIG. 6) provided on the column main body member 11 on the lower floor. Thereafter, by injecting grout into the sleeve joint 26, the column main bars 24, 24 of the two column main body members 11, 11 are connected to each other. Further, the joint between the column beam member 12 and the column main body member 11 below the column beam member 12, the joint between the column beam member 12 and the column main body member 11 thereabove, and the column bar insertion hole 33 of the column beam member 12. Also inject grout. By repeating such a procedure, the X-direction frame 4 can be constructed.

一方、Ｙ方向架構６を構築する手順は次の通りである。即ち、図１７（Ａ）に示すように、柱梁部材１２が設置されている柱本体部材１１に対してＹ方向の位置に柱本体部材１１を建て込む。柱本体部材１１の建て込みは、図１６（Ａ）を参照して説明したものと同じなので、ここでは省略する。Ｙ方向に隣接する２つの柱本体部材１１の一方の上面には、図１６（Ｂ）を参照して説明したように、柱梁部材１２が設置されている。   On the other hand, the procedure for constructing the Y-direction frame 6 is as follows. That is, as shown in FIG. 17A, the column main body member 11 is installed at a position in the Y direction with respect to the column main body member 11 on which the column beam member 12 is installed. The erection of the column main body member 11 is the same as that described with reference to FIG. As described with reference to FIG. 16B, the column beam member 12 is installed on the upper surface of one of the two column body members 11 adjacent in the Y direction.

次に、（Ｂ）に示すように、梁部材１３を設置する。最初に設置する、Ｙ方向の端部（１列目）に配置される梁部材１３は、図１１に示したスリーブ継手４６をＹ方向の両端に設けた構成としておき、接合部用梁主筋４４Ｂ（図１１）の代わりに接合部用梁定着筋４４Ｃを、仕口部７の外端面側（図中左側）から梁筋挿通孔３８に挿入し、梁部材１３のスリーブ継手４６にまで挿入する。その後、（１）接合部用梁定着筋４４Ｃが挿入された梁筋挿通孔３８及びスリーブ継手４６にスリーブ継手４６及び梁筋挿通孔３８にグラウトを注入することにより、柱梁部材１２に設けられる接合部用梁定着筋４４Ｃと梁部材１３の接合部用梁主筋４４Ｂとを接続する。柱梁接合部内における接合部用梁定着筋４４Ｃの定着長さが不足する場合は、接合部用梁定着筋の外端部に機械式定着金物を用いてよい。なお、柱梁部材１２と梁部材１３との間の目地にもグラウトを注入する。   Next, as shown in (B), the beam member 13 is installed. The beam member 13 disposed at the end in the Y direction (first row) to be installed first has a configuration in which the sleeve joints 46 shown in FIG. 11 are provided at both ends in the Y direction. In place of (FIG. 11), the beam fixing bar 44C for the joint is inserted into the beam bar insertion hole 38 from the outer end surface side (left side in the figure) of the joint 7 and is inserted into the sleeve joint 46 of the beam member 13. . After that, (1) grout is injected into the sleeve joint 46 and the beam reinforcement insertion hole 38 by inserting the grout into the beam reinforcement insertion hole 38 and the sleeve joint 46 into which the beam fixing reinforcement 44C for the joint is inserted. The beam fixing bar for joint 44C and the beam main bar for joint 44B of the beam member 13 are connected. When the fixing length of the beam fixing bar 44C for the joint in the column beam joint is insufficient, a mechanical fixing hardware may be used at the outer end of the beam fixing bar for the joint. Grout is also injected into the joint between the column beam member 12 and the beam member 13.

その後、（Ｃ）に示すように、（２）ＰＣ鋼棒５１を、梁部材１３の梁拡幅部４２のＰＣ鋼棒挿通孔４９（図１２）及び柱梁部材１２の柱拡幅部３２のＰＣ鋼棒挿通孔３９（図１２）に挿入して両部材を貫通させ、ＰＣ鋼棒５１の両端に定着金物５２を取り付け、ＰＣ鋼棒５１に所期の緊張力を与える。これにより、柱梁部材１２の仕口部７と梁部材１３とが圧着される。上記（１）の作業及び（２）の作業は、手順を逆に（ＰＣ鋼棒５１を緊張した後に梁主筋４４を接続）してもよい。   Thereafter, as shown in (C), (2) the PC steel bar 51 is connected to the PC steel bar insertion hole 49 (FIG. 12) of the beam widening portion 42 of the beam member 13 and the PC of the column widening portion 32 of the column beam member 12. Both members are inserted through the steel rod insertion hole 39 (FIG. 12), fixing metal fittings 52 are attached to both ends of the PC steel rod 51, and an intended tension is applied to the PC steel rod 51. Thereby, the joint 7 of the column beam member 12 and the beam member 13 are pressure-bonded. The work (1) and the work (2) may be performed in reverse order (the main beam 44 is connected after the PC steel bar 51 is tensioned).

更にその後、図中左側の柱２に対しては、図１６（Ｃ）を参照しながら説明したように、柱梁部材１２の仕口部７の上面に、１層上の階の柱本体部材１１を設置する。一方、図中右側の柱２に対しては、図１６（Ｂ）を参照しながら説明したように、柱本体部材１１の上面に柱梁部材１２を設置する。柱梁部材１２の設置後には、設置した柱梁部材１２の仕口部７の側面に接合させるように梁部材１３を設置する。２列目以降に設置する梁部材１３における設置済みの柱梁部材１２側の接合端面１３ａには、接合部用梁主筋４４Ｂが突出しているため、梁部材１３は、既に設置してある柱梁部材１２からＹ方向に離れた位置で設置高さまで吊り下ろし、設置済みの柱梁部材１２側に水平移動させる。この際、梁部材１３を水平移動させながら、梁部材１３から突出する接合部用梁主筋４４Ｂを設置済みの柱梁部材１２に設けられた梁筋挿通孔３８に挿入し、設置済みの梁部材１３のスリーブ継手４６にまで挿入する。その後、（１）スリーブ継手４６及び梁筋挿通孔３８にグラウトを注入する作業と（２）ＰＣ鋼棒５１を緊張する作業とを行うことにより、これら２つの梁部材１３、１３の接合部用梁主筋４４Ｂ、４４Ｂ同士を接続すると共に２つの梁部材１３、１３を柱梁部材１２の仕口部７に圧着させる。この場合の梁部材１３の柱梁部材１２に対する圧着は、図１２及び図１３に示したように、柱梁部材１２の柱拡幅部３２と、当該柱梁部材１２のＹ方向の両側に配置された２つの梁部材１３、１３のそれぞれの梁拡幅部４２とを貫通させたＰＣ鋼棒５１及びその両端に設けた定着金物５２により行う。このような手順を繰り返すことにより、Ｙ方向架構６を構築することができる。   Further, for the column 2 on the left side in the drawing, as described with reference to FIG. 16C, the column main body member on the upper floor is formed on the upper surface of the joint portion 7 of the column beam member 12. 11 is installed. On the other hand, for the column 2 on the right side in the drawing, the column beam member 12 is installed on the upper surface of the column main body member 11 as described with reference to FIG. After the column beam member 12 is installed, the beam member 13 is installed so as to be joined to the side surface of the joint portion 7 of the installed column beam member 12. Since the beam main bar 44B for the joint portion protrudes from the joint end surface 13a on the column beam member 12 side already installed in the beam members 13 installed in the second and subsequent rows, the beam member 13 is a column beam already installed. It is suspended to the installation height at a position away from the member 12 in the Y direction, and is moved horizontally to the installed column beam member 12 side. At this time, while horizontally moving the beam member 13, the main beam 44 B for the joint protruding from the beam member 13 is inserted into the beam insertion hole 38 provided in the installed column beam member 12, and the installed beam member 13 sleeve joints 46 are inserted. Thereafter, (1) the operation of injecting the grout into the sleeve joint 46 and the beam insertion hole 38 and (2) the operation of tensioning the PC steel bar 51 are performed, thereby connecting the two beam members 13 and 13. The beam main bars 44B and 44B are connected to each other and the two beam members 13 and 13 are pressed against the joint portion 7 of the column beam member 12. The crimping of the beam member 13 to the column beam member 12 in this case is arranged on the column widened portion 32 of the column beam member 12 and both sides of the column beam member 12 in the Y direction, as shown in FIGS. Further, this is performed by a PC steel bar 51 that penetrates the beam widened portions 42 of the two beam members 13 and 13 and fixing hardware 52 provided at both ends thereof. By repeating such a procedure, the Y-direction frame 6 can be constructed.

以上、説明したように、本実施形態に係るラーメン構造体１は、図２及び図１に示すように、柱梁部材１２と梁部材１３とを有している。そして、柱梁部材１２が、柱２の少なくとも仕口部７と仕口部７に接合されるＸ方向梁３の少なくとも端部とを一体に構成し、かつＸ方向に延在するＰＣ鋼材３７（図６、図７）によって予めプレストレスが導入されたプレキャストコンクリートとされ、柱２の仕口部７と別体に形成されてＹ方向梁５を構成する梁部材１３も、Ｙ方向に延在するＰＣ鋼材４７（図１１、図１３）によって予めプレストレスが導入されたプレキャストコンクリートとされている。そのため、梁３、５の曲げ耐力が向上する。   As described above, the frame structure 1 according to the present embodiment includes the column beam member 12 and the beam member 13 as shown in FIGS. 2 and 1. The column beam member 12 integrally forms at least the joint portion 7 of the column 2 and at least the end portion of the X-direction beam 3 joined to the joint portion 7 and extends in the X direction. (FIGS. 6 and 7), precast concrete in which prestress is introduced in advance is formed, and the beam member 13 that is formed separately from the joint portion 7 of the column 2 and constitutes the Y-direction beam 5 also extends in the Y direction. It is precast concrete in which prestress is previously introduced by existing PC steel material 47 (FIGS. 11 and 13). Therefore, the bending strength of the beams 3 and 5 is improved.

また、図９及び図１０に示すように、梁部材１３が、梁本体部４１と、梁本体部４１の両端において両側方に拡幅するように形成された一対の梁拡幅部４２、４２とを有し、梁部材１３と柱梁部材１２とが、梁部材１３の梁拡幅部４２及び柱梁部材１２の仕口部７を貫通するように設けられるＰＣ鋼棒５１と、梁拡幅部４２の柱梁部材１２側と相反する側の端面４２ａに反力をとってＰＣ鋼棒５１の緊張力を維持する定着金物５２とによって互いに圧着される。そのため、定着金物５２は、特殊で高価な物である必要がなく、梁本体部４１の内部に納められる必要もない。   As shown in FIGS. 9 and 10, the beam member 13 includes a beam main body 41 and a pair of beam widening portions 42 and 42 formed so as to expand on both sides at both ends of the beam main body 41. A PC steel rod 51 provided so that the beam member 13 and the column beam member 12 penetrate the beam widening portion 42 of the beam member 13 and the joint portion 7 of the column beam member 12, and the beam widening portion 42 They are pressed against each other by a fixing hardware 52 that takes a reaction force on the end surface 42a opposite to the column beam member 12 side and maintains the tension of the PC steel bar 51. Therefore, the fixing hardware 52 does not need to be a special and expensive material, and does not need to be stored in the beam main body 41.

更に、ＰＣ鋼棒５１が梁部材１３を圧着する柱梁部材１２（柱２）ごとに設けられるため、架構に発生する不静定２次応力は無視できる程度に小さくなる。従って、設計が容易であり、詳細な施工計画に縛られない施工が可能になる。また、Ｘ方向梁３では、図６及び図７に示すように、少なくとも柱２と接続するＸ方向梁３の端部に仕口部７へ至るＰＣ鋼材３７が配置されるため、柱梁接合部側の梁端部の曲げ耐力が向上し、Ｙ方向梁５では、図１１及び図１３に示すように、ＰＣ鋼材４７によって曲げ耐力が向上し、かつ柱梁接合においてはＰＣ鋼棒５１によって曲げ耐力が向上する。従って、梁３、５の曲げ耐力の向上とコストの安定化及び低廉化とが両立される。   Furthermore, since the PC steel bar 51 is provided for each column beam member 12 (column 2) for crimping the beam member 13, the indefinite secondary stress generated in the frame is reduced to a negligible level. Therefore, the design is easy, and construction that is not bound by a detailed construction plan is possible. In the X-direction beam 3, as shown in FIGS. 6 and 7, the PC steel material 37 reaching the joint portion 7 is disposed at least at the end of the X-direction beam 3 connected to the column 2. As shown in FIGS. 11 and 13, the bending strength is improved by the PC steel material 47 in the Y direction beam 5, and the PC steel rod 51 is used in the column beam connection. Bending strength is improved. Therefore, both the improvement of the bending strength of the beams 3 and 5 and the stabilization and cost reduction of the cost are compatible.

本実施形態では、図９及び図１０に示すように、梁部材１３が、梁本体部４１の部材軸方向の両端のそれぞれに一対の梁拡幅部４２、４２を有しているため、曲げ降伏ヒンジが生じるヒンジゾーンＨが梁部材１３における梁拡幅部４２の中央側の変断面部に形成される。これにより、図１１及び図１３に示すように、柱梁部材１２の仕口部７に対してＹ方向の両側に配置された梁部材１３の一方に設けられた、接合部用梁主筋４４Ｂのためのスリーブ継手４６を、梁部材１３における接合端面１３ａから梁拡幅部４２のＹ方向寸法Ｌの範囲に納まる位置に設けることが可能になる。従って、スリーブ継手４６に挿入される接合部用梁主筋４４Ｂの突出寸法を小さくすることができ、図１６（Ｂ）に示した、接合部用梁主筋４４Ｂを仕口部７からスリーブ継手４６に挿入する作業が容易になる。   In this embodiment, as shown in FIGS. 9 and 10, the beam member 13 has a pair of beam widening portions 42 and 42 at both ends in the member axial direction of the beam main body portion 41, so that bending yielding is achieved. A hinge zone H in which a hinge is formed is formed in the variable cross-section portion on the center side of the beam widened portion 42 in the beam member 13. Thereby, as shown in FIG.11 and FIG.13, the beam main reinforcement 44B for junction parts provided in one side of the beam member 13 arrange | positioned at the both sides of the Y direction with respect to the joint part 7 of the column beam member 12 is shown. Therefore, the sleeve joint 46 can be provided at a position within the range of the dimension L in the Y direction of the beam widening portion 42 from the joint end surface 13a of the beam member 13. Accordingly, the protruding dimension of the joint beam main reinforcement 44B inserted into the sleeve joint 46 can be reduced, and the joint beam main reinforcement 44B shown in FIG. Insertion work becomes easy.

本実施形態では、図１及び図２に示すように、ラーメン構造体１が多層構造であり、ラーメン構造体１が、１階に設けられる柱梁部材１２と、２階に設けられる柱梁部材１２と、これら２つの柱梁部材１２、１２の間に設けられるプレキャストコンクリートからなる柱本体部材１１とを有している。そのため、柱梁部材１２の短手方向の寸法が小さくなり、柱梁部材１２の運搬が容易である。また、図３に示すように、柱梁部材１２の仕口部７が、柱本体部材１１に比べてＸ方向の両側に拡幅するように形成された一対の柱拡幅部３２、３２を有し、図１２及び図１３に示すように、ＰＣ鋼棒５１が柱拡幅部３２を貫通するように設けられている。つまり、仕口部７はＰＣ鋼棒５１の緊張力を柱拡幅部３２で受けることができる。これにより、ＰＣ鋼棒５１の緊張力によるプレストレスに耐え得る強度を梁拡幅部４２で確保できるため、梁部材１３に比較的低い強度のコンクリートを用いることが可能になり、材料コストの増大が抑制される。   In this embodiment, as shown in FIG.1 and FIG.2, the ramen structure 1 is a multilayer structure, and the ramen structure 1 is the column beam member 12 provided in the 1st floor, and the column beam member provided in the 2nd floor. 12 and a column main body member 11 made of precast concrete provided between the two column beam members 12 and 12. Therefore, the dimension of the column beam member 12 in the short direction is reduced, and the column beam member 12 is easily transported. Further, as shown in FIG. 3, the joint portion 7 of the column beam member 12 has a pair of column widening portions 32 and 32 formed so as to be widened on both sides in the X direction as compared with the column main body member 11. As shown in FIGS. 12 and 13, a PC steel rod 51 is provided so as to penetrate the column widened portion 32. That is, the joint portion 7 can receive the tension of the PC steel bar 51 by the column widening portion 32. Thereby, since the beam widening part 42 can ensure the strength that can withstand the prestress due to the tension of the PC steel bar 51, it is possible to use relatively low-strength concrete for the beam member 13, which increases the material cost. It is suppressed.

本実施形態では、柱２は鉄筋コンクリート製であるため、図１３に示すように、内部に多くの柱主筋２４が配置されており、柱梁部材１２の内部にも、柱本体部材１１の断面形状に対応して複数の柱主筋２４が配置されている。一方、ＰＣ鋼棒５１は柱主筋２４の外側に設けられる。そのため、仕口部７にＰＣ鋼棒挿通孔３９を形成することが容易である。   In this embodiment, since the column 2 is made of reinforced concrete, as shown in FIG. 13, many column main bars 24 are arranged inside, and the cross-sectional shape of the column main body member 11 is also inside the column beam member 12. A plurality of column main bars 24 are arranged corresponding to the above. On the other hand, the PC steel bar 51 is provided outside the column main bar 24. Therefore, it is easy to form the PC steel rod insertion hole 39 in the joint portion 7.

本実施形態では、図２に示すように、Ｘ方向に互いに隣接する一対の柱梁部材１２のそれぞれに形成された２つの梁半部９によりＸ方向梁３が構成され、図６に示すように、互いに接合される２つの梁半部９では、梁主筋３４、３４同士が接続されるものの、ＰＣ鋼材３７は接続されない。つまり、２つの梁半部９が接続する部分ではＸ方向梁３がＲＣ構造となっており、Ｘ方向梁３のＸ方向中央部の曲げ耐力が比較的低くなっている。一方、図１に想像線で示したように、Ｘ方向に互いに隣接する一対のＹ方向梁５、５間には、Ｘ方向に延在する複数の小梁８が架設される。そのため、積載荷重の殆どは、その全長にわたって分断されることなくＰＣ鋼材４７が配置されることによって曲げ耐力を向上させやすいＹ方向梁５が負担することになる。これにより、２つの梁半部９、９によりＸ方向梁３を構成することが可能になっており、梁半部９、９間に別のＰＣａ梁部材を設ける場合に比べて部材点数が削減され、現場での作業が少なくなるため、工期が短縮される。   In the present embodiment, as shown in FIG. 2, the X-direction beam 3 is constituted by two beam halves 9 formed on each of a pair of column beam members 12 adjacent to each other in the X direction, as shown in FIG. Moreover, in the two beam halves 9 joined together, the beam main bars 34 are connected to each other, but the PC steel material 37 is not connected. That is, the X-direction beam 3 has an RC structure at the portion where the two beam halves 9 are connected, and the bending strength of the X-direction center portion of the X-direction beam 3 is relatively low. On the other hand, as indicated by an imaginary line in FIG. 1, a plurality of small beams 8 extending in the X direction are installed between a pair of Y direction beams 5 and 5 adjacent to each other in the X direction. Therefore, most of the loading load is borne by the Y-direction beam 5 that easily improves the bending strength by arranging the PC steel material 47 without being divided over the entire length. As a result, the X-direction beam 3 can be constituted by the two beam halves 9 and 9, and the number of members is reduced as compared with a case where another PCa beam member is provided between the beam halves 9 and 9. The work period is shortened because less work is performed on site.

以上で具体的実施形態についての説明を終えるが、本発明は上記実施形態に限定されるものではない。例えば、上記実施形態では、２つの柱梁部材１２の梁半部９、９がＸ方向梁３を構成しているが、梁半部９の軸方向長さを短くして間に別のＰＣａ梁部材を設けてもよい。この他、各部材や、部位の具体的構成、形状、配置、数量、素材、分割位置、手順等は、本発明の趣旨を逸脱しない範囲であれば適宜変更可能である。また、上記実施形態に示した各要素や手順は必ずしも全てが必須ではなく、適宜選択してもよい。   Although the description of the specific embodiment is finished above, the present invention is not limited to the above embodiment. For example, in the above-described embodiment, the beam halves 9 and 9 of the two column beam members 12 form the X-direction beam 3, but the axial length of the beam halves 9 is shortened to provide another PCa. A beam member may be provided. In addition, the specific configuration, shape, arrangement, quantity, material, division position, procedure, and the like of each member and part can be changed as appropriate without departing from the spirit of the present invention. In addition, all the elements and procedures shown in the above embodiment are not necessarily essential, and may be appropriately selected.

１ ラーメン構造体
２ 柱
３ Ｘ方向梁
４ Ｘ方向架構
５ Ｙ方向梁
６ Ｙ方向架構
７ 仕口部
８ 小梁
９ 梁半部
９ａ 接合端面
１１ 柱本体部材
１２ 柱梁部材
１３ 梁部材
１３ａ 接合端面
２４ 柱主筋
２６ スリーブ継手
３２ 柱拡幅部
３４ 梁主筋
３６ スリーブ継手
３７ ＰＣ鋼材
４１ 梁本体部
４２ 梁拡幅部
４２ａ 端面
４４Ａ 梁主筋
４４Ｂ 接合部用梁主筋
４４Ｃ 接合部用梁定着筋
４６ スリーブ継手
４７ ＰＣ鋼材
５１ ＰＣ鋼棒
５２ 定着金物
Ｌ 梁拡幅部のＹ方向寸法 DESCRIPTION OF SYMBOLS 1 Ramen structure 2 Column 3 X direction beam 4 X direction frame 5 Y direction beam 6 Y direction frame 7 Joint part 8 Small beam 9 Beam half part 9a Joint end surface 11 Column main body member 12 Column beam member 13 Beam member 13a Joint end surface 24 Column Main Reinforcement 26 Sleeve Joint 32 Column Widening Part 34 Beam Main Reinforcement 36 Sleeve Joint 37 PC Steel 41 Beam Main Body 42 Beam Widening Part 42a End Face 44A Beam Main Reinforcement 44B Joint Beam Main Reinforcement 44C Joint Beam Fixing Reinforcement 46 Sleeve Joint 47 PC Steel 51 PC steel bar 52 Fixing hardware L Y-direction dimension of beam widening part

Claims (5)

水平面上で交差する第１方向及び第２方向に配列される鉄筋コンクリート製の複数の柱と、前記第１方向に互いに隣接する一対の柱間に架設され、前記第１方向に延在する鉄筋コンクリート製の複数の第１の梁と、前記第２方向に互いに隣接する一対の柱に架設され、前記第２方向に延在する鉄筋コンクリート製の複数の第２の梁とを有するラーメン構造体であって、
前記柱の少なくとも仕口部と当該仕口部に接合される前記第１の梁の少なくとも端部とを一体に構成し、かつ前記第１方向に延在するＰＣ鋼材によって予めプレストレスが導入されたプレキャストコンクリートからなる柱梁部材と、
前記柱の前記仕口部と別体に形成されて前記第２の梁を構成し、かつ前記第２方向に延在するＰＣ鋼材によって予めプレストレスが導入されたプレキャストコンクリートからなる梁部材とを有し、
前記梁部材が、梁本体部と、当該梁本体部の軸方向の両端において両側方に拡幅するように形成された一対の梁拡幅部とを有し、
前記梁部材と前記柱梁部材とが、前記梁拡幅部及び前記仕口部を貫通するように設けられるＰＣ鋼棒と、前記梁拡幅部の前記柱梁部材側と相反する側の端面に反力をとって前記ＰＣ鋼棒の緊張力を維持する定着金物とによって互いに圧着されていることを特徴とするラーメン構造体。 A plurality of reinforced concrete columns arranged in a first direction and a second direction intersecting on a horizontal plane, and a reinforced concrete structure extending between a pair of columns adjacent to each other in the first direction and extending in the first direction A plurality of first beams and a plurality of second beams made of reinforced concrete extending in the second direction and installed on a pair of columns adjacent to each other in the second direction. ,
Prestress is preliminarily introduced by a PC steel material that integrally forms at least a joint portion of the column and at least an end portion of the first beam joined to the joint portion, and extends in the first direction. Column beam members made of precast concrete,
A beam member made of precast concrete, which is formed separately from the joint portion of the column and constitutes the second beam, and prestressed in advance by a PC steel material extending in the second direction; Have
The beam member has a beam main body portion and a pair of beam widening portions formed so as to be widened on both sides at both axial ends of the beam main body portion;
The beam member and the column beam member are opposed to a PC steel rod provided so as to penetrate the beam widened portion and the joint portion, and an end surface of the beam widened portion opposite to the column beam member side. A ramen structure characterized in that it is pressed against each other by a fixing hardware that takes force and maintains the tension of the PC steel bar. 前記梁部材が前記柱梁部材の前記仕口部に対して前記第２方向の両側に一対に配置され、
前記一対の前記梁部材の一方が、前記柱梁部材との接合端面から突出する梁主筋を有し、
前記一対の前記梁部材の他方が、前記柱梁部材との接合端面に開口するように設けられて前記一方の梁部材の前記梁主筋を受容するスリーブ継手を有し、
前記スリーブ継手が、前記他方の梁部材における前記接合端面から前記梁拡幅部の第２方向寸法の範囲に納まる位置に設けられていることを特徴とする請求項１に記載のラーメン構造体。 The beam members are arranged in pairs on both sides in the second direction with respect to the joint portion of the column beam member,
One of the pair of beam members has a beam main bar protruding from a joint end surface with the column beam member,
The other of the pair of beam members has a sleeve joint that is provided so as to open at a joint end surface with the column beam member and receives the beam main bar of the one beam member;
2. The frame structure according to claim 1, wherein the sleeve joint is provided at a position within a range of a second dimension of the beam widening portion from the joint end surface of the other beam member. 当該ラーメン構造体が多層構造であり、
第１の層に設けられる第１の前記柱梁部材と、
前記第１の層の１層上の層である第２の層に設けられる第２の前記柱梁部材と、
前記第１の柱梁部材と前記第２の柱梁部材との間に設けられるプレキャストコンクリートからなる柱本体部材とを有し、
前記柱梁部材の前記仕口部が、前記柱本体部材に比べて前記第１方向の両側に拡幅するように形成された一対の柱拡幅部を有し、
前記ＰＣ鋼棒が、前記柱拡幅部を貫通するように設けられていることを特徴とする請求項１又は請求項２に記載のラーメン構造体。 The ramen structure is a multilayer structure,
The first beam member provided in the first layer;
A second beam member provided in a second layer, which is a layer above the first layer;
A column main body member made of precast concrete provided between the first column beam member and the second column beam member;
The joint portion of the column beam member has a pair of column widening portions formed so as to widen on both sides in the first direction as compared with the column main body member,
The ramen structure according to claim 1 or 2, wherein the PC steel bar is provided so as to penetrate the column widened portion. 前記柱梁部材の内部には、前記柱本体部材の断面形状に対応して複数の柱主筋が配置され、
前記ＰＣ鋼棒が前記柱主筋の外側に設けられていることを特徴とする請求項３に記載のラーメン構造体。 Inside the column beam member, a plurality of column main bars are arranged corresponding to the cross-sectional shape of the column main body member,
4. The rigid frame structure according to claim 3, wherein the PC steel bar is provided outside the column main reinforcement. 前記第１方向に互いに隣接する一対の前記第２の梁間に架設され、前記第１方向に延在する複数の小梁を更に有し、
前記第１の梁が、前記第１方向に互いに隣接する一対の前記柱梁部材の一方に形成された梁部と、前記一対の柱梁部材の他方に形成され、前記一方の柱梁部材の前記梁部に接合される梁部とにより構成され、
前記一方の柱梁部材の前記梁部が接合端面から突出する梁主筋を有し、
前記他方の柱梁部材の前記梁部が、接合端面に開口するように設けられて前記一方の柱梁部材の前記梁主筋を受容するスリーブ継手を有することを特徴とする請求項１〜請求項４のいずれか一項に記載のラーメン構造体。 A plurality of small beams extending between the pair of second beams adjacent to each other in the first direction and extending in the first direction;
The first beam is formed on one of the pair of column beam members adjacent to each other in the first direction and the other of the pair of column beam members, and the first beam A beam portion joined to the beam portion,
The beam portion of the one column beam member has a beam main bar protruding from the joint end surface,
The said beam part of said other column beam member is provided so that it may open to a joining end surface, and has a sleeve joint which receives the said beam main reinforcement of said one column beam member, The claim 1 characterized by the above-mentioned. 5. The ramen structure according to any one of 4 above.
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