JP7158996B2 - Joining structure and joining method of precast concrete beam members - Google Patents

Joining structure and joining method of precast concrete beam members Download PDF

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JP7158996B2
JP7158996B2 JP2018197388A JP2018197388A JP7158996B2 JP 7158996 B2 JP7158996 B2 JP 7158996B2 JP 2018197388 A JP2018197388 A JP 2018197388A JP 2018197388 A JP2018197388 A JP 2018197388A JP 7158996 B2 JP7158996 B2 JP 7158996B2
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joint
precast concrete
members
reinforcing bar
beam member
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JP2020063634A (en
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恒久 松浦
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Hazama Ando Corp
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Description

本発明は、プレキャストコンクリート梁部材を用いた建築物の構築におけるプレキャストコンクリート部材の梁間の接合構造および接合方法に係り、特に、プレキャストコンクリート梁部材間の接合部分に現場打ちコンクリートを打設するプレキャストコンクリート梁部材の接合構造および接合方法に関する。 The present invention relates to a joint structure and joint method between beams of precast concrete members in the construction of a building using precast concrete beam members, and more particularly, to precast concrete for placing cast-in-place concrete in joints between precast concrete beam members. The present invention relates to a joining structure and joining method of beam members.

鉄筋コンクリート構造物において、施工の合理化や工期の短縮などのために、あらかじめ工場製作された種々のプレキャストコンクリート部材（以下プレキャスト部材と記す。）が多く使用されている。このとき、梁をプレキャスト部材で構成する場合には、梁スパンの中央又は端部等を分割位置としたプレキャスト部材同士を接合する梁接合部を設ける場合がある。この分割位置で梁の主筋を接合するためには、溶接作業或いは機械式継手作業のために、梁接合部に６００～８００ｍｍ程度の現場コンクリート打設部分が設けられるのが一般的である。このため、梁接合部では、溶接作業や機械式継手作業において位置合わせ等に施工手間がかかり、作業効率が良いとは言えない。 BACKGROUND ART In reinforced concrete structures, various precast concrete members (hereinafter referred to as precast members) manufactured in factories in advance are often used for rationalization of construction and shortening of construction period. At this time, when the beams are made of precast members, beam joints may be provided for joining the precast members with division positions such as the center or the end of the span of the beams. In order to join the main reinforcing bars of the beams at this dividing position, generally a 600 to 800 mm on-site concrete placement portion is provided at the beam joints for welding work or mechanical joint work. For this reason, at the beam joint, it takes a lot of time and labor for positioning and the like in welding work and mechanical joint work, and it cannot be said that work efficiency is good.

これらの問題に対応するために、特許文献１では、梁接合部を拡径定着部が設けられた鉄筋を使用するあき重ね継手で構成することにより、梁接合部の作業手間を減らしたプレキャスト部材の梁構造が開示されている。 In order to deal with these problems, Patent Document 1 discloses a precast member that reduces the work effort of the beam joint by configuring the beam joint with a gap lap joint that uses a reinforcing bar provided with a diameter expansion fixing portion. beam structure is disclosed.

特開２００１－１１９４０号公報Japanese Patent Application Laid-Open No. 2001-11940

しかしながら、特許文献１に記載の接合方法では、梁接合部と床スラブとでのコンクリートの必要強度の違いにより、梁接合部及び該梁接合部と一体的に配筋される床スラブの現場コンクリート打設は別工程で行われる。従って、特許文献１に記載のプレキャスト部材の梁構造を採用しても工期の短縮や省人化が十分であるとは言えない。 However, in the joining method described in Patent Document 1, due to the difference in required strength of concrete between the beam joint and the floor slab, on-site concrete of the beam joint and the floor slab that is integrally arranged with the beam joint Casting is done in a separate process. Therefore, even if the beam structure of precast members described in Patent Document 1 is adopted, it cannot be said that the shortening of the construction period and the labor saving are sufficient.

そこで、本発明の目的は、工期の短縮や省人化に資する、プレキャスト梁部材の接合構造及び接合方法を提供することにある。 SUMMARY OF THE INVENTION Accordingly, an object of the present invention is to provide a joining structure and a joining method for precast beam members that contribute to shortening the construction period and labor saving.

上記目的を達成するために、本発明は、第一の接合部補強筋及び第一の下端筋が梁長手方向の少なくとも一端の梁断面から張り出した第一のプレキャストコンクリート梁部材と、梁長手方向に第二の接合部補強筋及び第二の下端筋が梁断面から張り出した第二のプレキャストコンクリート梁部材と、を備え、前記第一の接合部補強筋と前記第二の接合部補強筋とが第一のあき重ね継手を形成し、前記第一の下端筋と前記第二の下端筋とが第二のあき重ね継手を形成し、前記第一のあき重ね継手と前記第二のあき重ね継手とで梁接合部が構築され、前記梁接合部と、その一部が該梁接合部と一体形成される床スラブとが同一強度であり、かつ、前記第一及び第二のプレキャストコンクリート梁部材のコンクリート強度より低強度の現場打ちコンクリートからなることを特徴とする。 In order to achieve the above object, the present invention provides a first precast concrete beam member in which a first joint reinforcing bar and a first bottom bar protrude from a cross section of at least one end of the beam in the longitudinal direction of the beam; a second precast concrete beam member in which a second joint reinforcing bar and a second bottom bar protrude from the cross section of the beam, wherein the first joint reinforcing bar and the second joint reinforcing bar forms a first spaced lap joint, said first bottom bar and said second bottom bar form a second spaced lap joint, said first spaced lap joint and said second spaced lap A beam joint is constructed with joints, the beam joint and a floor slab partly integrally formed with the beam joint have the same strength, and the first and second precast concrete beams It is characterized by being made of cast-in-place concrete having a lower strength than the concrete strength of the member.

前記第一の接合部補強筋及び前記第二の接合部補強筋は、斜め補強筋であることが好ましい。 The first joint reinforcing bar and the second joint reinforcing bar are preferably oblique reinforcing bars.

前記下端筋は、先端がフック形状をなすことが好ましい。 Preferably, the bottom muscle has a hook-shaped tip.

前記梁接合部は、梁スパン中央付近に配置されたことが好ましい。 Preferably, the beam joint is located near the center of the beam span.

前記梁接合部は、梁スパン端部付近にも配置され、前記第一のプレキャストコンクリート梁部材は、さらに前記第一の接合部補強筋及び前記第一の下端筋が前記第一のプレキャストコンクリート梁部材の柱型部分の側面から張り出したことが好ましい。 The beam joint is also located near a beam span end , and the first precast concrete beam member is further configured such that the first joint reinforcing bar and the first bottom bar extend from the first precast concrete beam. It is preferable to project from the side surface of the columnar portion of the member .

前記第一のプレキャストコンクリート梁部材及び前記第二のプレキャストコンクリート梁部材は、ハーフプレキャストコンクリート部材であることが好ましい。 Preferably, the first precast concrete beam member and the second precast concrete beam member are half precast concrete beam members.

接合方法として、本発明は、第一の接合部補強筋及び第一の下端筋が梁長手方向の少なくとも一端の梁断面から張り出した第一のプレキャストコンクリート梁部材と、梁長手方向に第二の接合部補強筋及び第二の下端筋が梁断面から張り出した第二のプレキャストコンクリート梁部材とを、前記第一の接合部補強筋と前記第二の接合部補強筋とが第一のあき重ね継手を形成し、前記第一の下端筋と前記第二の下端筋とが第二のあき重ね継手を形成するように、前記第一のプレキャストコンクリート梁部材と前記第二のプレキャストコンクリート梁部材とを配置して梁接合部を構築し、前記梁接合部と、その一部が該梁接合部と一体形成される床スラブとに、同一強度であり、かつ、前記第一及び第二のプレキャストコンクリート梁部材のコンクリート強度より低強度のコンクリートを打設することを特徴とする。
As a joining method, the present invention comprises a first precast concrete beam member in which a first joint reinforcing bar and a first bottom bar protrude from at least one end of the beam cross section in the longitudinal direction of the beam, and a second precast concrete beam member in the longitudinal direction of the beam. A second precast concrete beam member in which a joint reinforcing bar and a second bottom bar protrude from the cross section of the beam, and the first joint reinforcing bar and the second joint reinforcing bar are stacked in a first gap. said first precast concrete beam member and said second precast concrete beam member forming a joint such that said first bottom reinforcement and said second bottom reinforcement form a second spaced lap joint; to construct a beam joint, and to the beam joint and a floor slab part of which is integrally formed with the beam joint, having the same strength and the first and second precast It is characterized by placing concrete having a lower strength than the concrete strength of the concrete beam member.

本発明によれば、工期の短縮や省人化に資することができる。 ADVANTAGE OF THE INVENTION According to this invention, it can contribute to shortening of a construction term, and labor saving.

（ａ）は、本発明の第一実施形態に係るプレキャスト梁部材の接合構造の正面断面図、（ｂ）は、（ａ）のＩｂ－Ｉｂ断面線で示した側面断面図、（ｃ）は、（ａ）のＩｃ－Ｉｃ断面線で示した側面断面図。(a) is a front cross-sectional view of a joint structure of precast beam members according to the first embodiment of the present invention, (b) is a side cross-sectional view taken along the Ib-Ib cross-sectional line in (a), and (c) , and a side cross-sectional view taken along the Ic-Ic cross-sectional line of (a). （ａ）は、本発明の第一実施形態に係る端部用のプレキャスト梁部材の正面断面図、（ｂ）は、本発明の第一及び第二実施形態に係るプレキャスト梁部材の正面断面図、（ｃ）は、（ａ）、（ｂ）及び（ｅ）のＩＩｃ－ＩＩｃ断面線で示した側面断面図、（ｄ）は、（ａ）及び（ｂ）のＩＩｄ－ＩＩｄ断面線で示した側面断面図、（ｅ）は、本発明の第二実施形態に係るプレキャスト梁部材の正面断面図。(a) is a front cross-sectional view of a precast beam member for an end according to the first embodiment of the present invention, and (b) is a front cross-sectional view of the precast beam member according to the first and second embodiments of the present invention. , (c) is a side cross-sectional view shown by the IIc-IIc cross-sectional line of (a), (b) and (e), and (d) is shown by the IId-IId cross-sectional line of (a) and (b) FIG. 10(e) is a front sectional view of a precast beam member according to a second embodiment of the present invention; 本発明の第一及び第二実施形態に係るプレキャスト梁部材で構成された梁構造を部分的に示した概略梁伏せ図。BRIEF DESCRIPTION OF THE DRAWINGS FIG. 1 is a schematic lay-down diagram partially showing a beam structure composed of precast beam members according to the first and second embodiments of the present invention; （ａ）は、本発明の第一実施形態に係るプレキャスト梁部材の接合方法の一方の梁部材の配置時の正面断面図、（ｂ）は、他方の梁部材の配置時の正面断面図。(a) is a front cross-sectional view when one beam member is arranged in the method for joining precast beam members according to the first embodiment of the present invention, and (b) is a front cross-sectional view when the other beam member is arranged. （ｃ）は、スターラップ筋及び上端筋配置時の正面断面図、（ｄ）は、本発明の第一実施形態に係るプレキャスト梁部材の接合方法の現場コンクリート打設後の正面断面図。(c) is a front cross-sectional view at the time of arranging the stirrup bar and the upper end bar, and (d) is a front cross-sectional view of the joining method of the precast beam members according to the first embodiment of the present invention after placing concrete on site. （ａ）は、本発明の第二実施形態に係るプレキャスト梁部材の接合方法の梁部材の配置時の正面断面図、（ｂ）は、スターラップ筋及び上端筋配置時の正面断面図、（ｃ）は、現場コンクリート打設後の正面断面図。(a) is a front cross-sectional view when arranging the beam members of the method for joining precast beam members according to the second embodiment of the present invention, (b) is a front cross-sectional view when arranging stirrups and upper end muscles, ( c) is a front cross-sectional view after placing concrete on site. 本発明の他の実施形態に係るプレキャスト梁部材で構成された梁構造を部分的に示した概略梁伏せ図。FIG. 11 is a schematic lay-down diagram partially showing a beam structure composed of precast beam members according to another embodiment of the present invention. （ａ）から（ｄ）は、本発明の他の実施形態に係るプレキャスト梁部材の正面断面図。(a) to (d) are front cross-sectional views of precast beam members according to other embodiments of the present invention.

本発明のプレキャスト梁部材の接合構造及び接合方法について、以下、添付図面を参照して説明する。なお、同一の構成要素は、同一の符号を付し、説明は省略する。 A joint structure and a joint method for precast beam members according to the present invention will be described below with reference to the accompanying drawings. In addition, the same components are given the same reference numerals, and the description thereof is omitted.

［第一実施形態］
図１各図及び図２（ａ）～（ｄ）に示す、本発明の第一実施形態としてのプレキャストコンクリート梁部材１（以下、梁部材１とする。）は、梁断面の上部に一体として設けられる床スラブの厚みに相当する部分を現場打ちコンクリートとするハーフプレキャスト部材である。このハーフプレキャスト部材の接合構造Ｊ１は、図３に示すように、梁端接合部１０を梁長手方向の一端に有する梁部材１Ａと、梁端接合部１０を梁長手方向の両端に有する梁部材１Ｂ（又は梁部材１Ｂと、梁部材１Ｂ）とが接合された構造からなる。接合構造Ｊ１は、図１各図に示すように、梁端接合部１０，１０間の梁接合部に配筋されたスターラップ筋１１及び上端筋１２のかぶり厚を確保して、床スラブコンクリートの打設と同時に、床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，１Ｂ（又は梁部材１Ｂ，１Ｂ）のコンクリート強度より低強度の現場打ちコンクリート１３を打設することにより、一体的に形成される。これらの梁端接合部１０，１０の形状は、一例として図３及び図４各図に示したように、梁部材１Ａ，１Ｂが連続して柱部材Ｐ１，Ｐ２間に架設され、梁スパンの中央位置で接合されることを想定している。 [First embodiment]
A precast concrete beam member 1 (hereinafter referred to as a beam member 1) as a first embodiment of the present invention shown in each figure in FIG. 1 and FIGS. It is a half-precast member that uses cast-in-place concrete in a portion corresponding to the thickness of the floor slab to be installed. As shown in FIG. 3, this half precast member joint structure J1 includes a beam member 1A having a beam end joint 10 at one end in the beam longitudinal direction, and a beam member 1A having beam end joints 10 at both ends in the beam longitudinal direction. 1B (or beam member 1B and beam member 1B) are joined together. The joint structure J1, as shown in each figure of FIG. Simultaneously with the casting of the floor slab concrete, cast-in-place concrete 13 having the same strength as the floor slab concrete and lower strength than the concrete strength of the beam members 1A and 1B (or the beam members 1B and 1B) is cast. formed in As shown in FIGS. 3 and 4 as an example, the shape of these beam end joints 10, 10 is such that the beam members 1A, 1B are continuously constructed between the column members P1, P2, and the beam span is increased. It is assumed that they are joined in a central position.

＜接合部の構造１＞
以下、梁部材１Ａ及び梁部材１Ｂの構成等について図２各図を参照して説明する。梁部材１Ａ及び梁部材１Ｂは、プレキャストコンクリート部材製造工場において、必要なかぶり厚を確保して組み立てられた鉄筋組立体が配置された型枠内にコンクリート１８が打設されて製造され、梁端部に梁端接合部１０が設けられている。 <Structure 1 of the joint>
Hereinafter, configurations of the beam member 1A and the beam member 1B will be described with reference to FIGS. The beam member 1A and the beam member 1B are manufactured at a precast concrete member manufacturing factory by pouring concrete 18 into a form in which a reinforcing bar assembly assembled with a required cover thickness is arranged, and then forming a beam end. A beam end joint 10 is provided at the part.

（梁部材１Ａの構成）
図２（ａ）、図３及び図４各図に示すように、梁部材１Ａは、梁長手方向の一端に梁端接合部１０を有し、他端は柱部材Ｐ１の端面と面一である。梁部材１Ａは、隅部の柱部材Ｐ１上に設置される。梁端接合部１０の一端の梁断面の端面１４から、斜め補強筋１５、１６及び下端筋（下側主筋）１７が、梁長手方向に向けて張り出すように配筋されている。 (Configuration of beam member 1A)
As shown in FIGS. 2A, 3 and 4, the beam member 1A has a beam end joint portion 10 at one end in the beam longitudinal direction, and the other end is flush with the end surface of the column member P1. be. The beam member 1A is installed on the column member P1 at the corner. Oblique reinforcements 15 and 16 and a lower end reinforcement (lower main reinforcement) 17 are arranged so as to protrude in the longitudinal direction of the beam from an end surface 14 of the beam cross section at one end of the beam end joint 10 .

図２（ａ）、（ｃ）に示すように、斜め補強筋１５は、本実施形態では、梁長手方向に水平に梁上部に２本配筋され、梁断面の端面１４から約４５°斜め下方に向けて張り出している。斜め補強筋１５の張り出し長は、斜め補強筋１５の径ｄ１の３０倍の長さが確保されている。 As shown in FIGS. 2(a) and 2(c), in this embodiment, two oblique reinforcing bars 15 are arranged horizontally in the longitudinal direction of the beam on the upper part of the beam, and are inclined at an angle of about 45° from the end surface 14 of the cross section of the beam. It protrudes downward. The overhang length of the oblique reinforcing bar 15 is secured to be 30 times the diameter d1 of the oblique reinforcing bar 15. - 特許庁

斜め補強筋１６は、梁長手方向に水平に下端筋１７近くの梁下部に２本配筋され、梁断面の端面１４から約４５°斜め上方に向けて張り出している。斜め補強筋１６の張り出し長は、斜め補強筋１６の径ｄ２の３０倍の長さが確保されている。 Two oblique reinforcing bars 16 are arranged horizontally in the longitudinal direction of the beam at the lower part of the beam near the lower end bar 17, and protrude obliquely upward at about 45° from the end face 14 of the cross section of the beam. The overhang length of the oblique reinforcing bars 16 is ensured to be 30 times the diameter d2 of the oblique reinforcing bars 16. - 特許庁

下端筋１７は、梁下辺に沿って５本配筋され、梁断面の端面１４から梁長手方向に向けて水平に張り出し、先端が上方に向けて略垂直方向に曲げられて、フック形状をなしている。下端筋１７の張り出し長は、下端筋１７の張り出し部分全体で下端筋１７の径ｄ３の４０倍の長さが確保されている。 Five bottom reinforcements 17 are arranged along the lower side of the beam, project horizontally from the end surface 14 of the cross section of the beam in the longitudinal direction of the beam, and the tip is bent upward in a substantially vertical direction to form a hook shape. ing. The projecting length of the bottom muscle 17 is ensured to be 40 times the diameter d3 of the bottom muscle 17 over the entire projecting portion of the bottom muscle 17. - 特許庁

梁部材１Ａの梁長手方向の他端側には、柱部材Ｐ１と同じ断面の柱型部分２５が形成されている。柱型部分２５には、柱部材Ｐ１の柱主筋２３を挿通させるための柱主筋貫通孔２２が形成されている。 A columnar portion 25 having the same cross section as that of the column member P1 is formed on the other end side of the beam member 1A in the beam longitudinal direction. A column main-reinforcement through-hole 22 for inserting the column main-reinforcement 23 of the column member P1 is formed in the column-shaped portion 25 .

（梁部材１Ｂの構成）
図２（ｂ）、図３及び図４各図に示すように、梁部材１Ｂは、梁長手方向の両端に梁端接合部１０を有している。梁部材１Ｂは、中間柱である柱部材Ｐ２上に設置される。梁端接合部１０の両端の梁断面の端面１４から、斜め補強筋１５，１６及び下端筋（下側主筋）１７が、梁長手方向に向けて張り出すように配筋されている。 (Configuration of beam member 1B)
As shown in FIGS. 2B, 3 and 4, the beam member 1B has beam end joints 10 at both ends in the beam longitudinal direction. The beam member 1B is installed on the pillar member P2 which is an intermediate pillar. Oblique reinforcements 15 and 16 and bottom reinforcements (lower main reinforcements) 17 are arranged so as to protrude in the longitudinal direction of the beam from end faces 14 of the beam cross section at both ends of the beam end joint 10 .

梁部材１Ｂの中間には、柱部材Ｐ２と同じ断面の柱型部分２５が形成されている。柱型部分２５には、柱部材Ｐ２の柱主筋２３を挿通させるための柱主筋貫通孔２２が形成されている。 A columnar portion 25 having the same cross section as that of the columnar member P2 is formed in the middle of the beam member 1B. The column portion 25 is formed with a column main-reinforcement through-hole 22 for inserting the column main-reinforcement 23 of the column member P2.

（その他の構成）
図１（ａ）、（ｂ）に示すように、スターラップ筋１１は、斜め補強筋１５，１６、下端筋１７を取り囲むように配筋される。上端筋１２は、現場にて所定の長さに加工され、スターラップ筋１１，２１の上端内側に配筋される。 (Other configurations)
As shown in FIGS. 1( a ) and 1 ( b ), the stirrup reinforcement 11 is arranged so as to surround the oblique reinforcements 15 and 16 and the bottom reinforcement 17 . The top reinforcement 12 is processed to a predetermined length on site and arranged inside the upper ends of the stirrup reinforcements 11 and 21 .

＜接合構造の構成１＞
プレキャストコンクリート梁部材（ハーフプレキャスト梁部材）の接合構造Ｊ１について、図１各図を参照して説明する。ハーフプレキャスト梁部材の接合構造Ｊ１は、梁部材１Ａの梁端接合部１０と梁部材１Ｂの梁端接合部１０とを所定の間隔Ｄ１を空けて対向させて構成されている。梁部材１Ａ、１Ｂ間において、梁部材１Ａの斜め補強筋１５と梁部材１Ｂの斜め補強筋１６とがあき重ね継手を形成してせん断力を伝達する部材として機能する。また、梁部材１Ａの斜め補強筋１６と梁部材１Ｂの斜め補強筋１５とがあき重ね継手を形成してせん断力を伝達する部材として機能する。また、梁部材１Ａの下端筋１７と梁部材１Ｂの下端筋１７とがあき重ね継手を形成して柱部材Ｐ，Ｐ間の梁の下端筋として機能する。なお、それぞれのあき重ね継手部分では、あき寸法Ｓは、０．２ＬＥかつ１５０ｍｍ以下であり、あき重ね継手長さＬＥ＝３０×鉄筋径である。梁部材１Ａ，１Ｂの梁断面の端面１４，１４間には、床スラブ４０と一体であり、床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，１Ｂのコンクリート強度より低強度である現場打ちコンクリート１３が打設されている。なお、あき重ね継手を形成する鉄筋は、図１（ｂ）に記号○、×でその位置を示すように、梁部材の吊り下ろし時に干渉しないように、位置をずらして配筋されている。 <Composition 1 of joining structure>
A joint structure J1 of precast concrete beam members (half precast beam members) will be described with reference to FIGS. The joint structure J1 of the half-precast beam member is configured by facing the beam end joint portion 10 of the beam member 1A and the beam end joint portion 10 of the beam member 1B with a predetermined gap D1 therebetween. Between the beam members 1A and 1B, the oblique reinforcing bars 15 of the beam member 1A and the oblique reinforcing bars 16 of the beam member 1B form an open lap joint and function as members that transmit shear force. In addition, the oblique reinforcing bars 16 of the beam member 1A and the oblique reinforcing bars 15 of the beam member 1B form a lapped joint and function as members that transmit shear force. Further, the bottom reinforcement 17 of the beam member 1A and the bottom reinforcement 17 of the beam member 1B form a lapped joint and function as the bottom reinforcement of the beam between the column members P, P. In addition, the opening dimension S is 0.2 LE and 150 mm or less at each opening lap joint portion, and opening lap joint length LE=30×reinforcement diameter. Between the end faces 14, 14 of the beam cross-section of the beam members 1A, 1B, there is a site that is integral with the floor slab 40, has the same strength as the floor slab concrete, and has a lower strength than the concrete strength of the beam members 1A, 1B. Placed concrete 13 is placed. The reinforcing bars forming the lapped joints are arranged at different positions so as not to interfere with each other when the beam member is suspended, as indicated by the symbols ◯ and X in FIG. 1(b).

通常、ハーフプレキャストコンクリート工事では、梁接合部の現場打ちコンクリートは、床スラブコンクリートよりも必要強度が大きいため、同時に一体的に打設することはできない。しかし、本実施形態では、梁部材１Ａの斜め補強筋１５と梁部材１Ｂの斜め補強筋１６とからなる接合部補強筋及び梁部材１Ａの斜め補強筋１６と梁部材１Ｂの斜め補強筋１５とからなる接合部補強筋が梁接合部でせん断力の一部を伝達するので、梁部材１Ａ，１Ｂの設計梁断面の端面１４，１４間の現場打ちコンクリート１３の必要強度を梁部材１Ａ、１Ｂ直上の床スラブ４０の床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，１Ｂのコンクリート強度より低強度とすることができる。従って、梁部材１Ａ，１Ｂの設計梁断面の端面１４，１４間と梁部材１Ａ，１Ｂ直上の床スラブ４０の一部とに同時に、一体的に現場打ちコンクリート１３を打設することができるので、工期の短縮や省人化に資することができる。また、下端筋１７の先端部が、上方向に折り曲げたフック形状とされているので、梁部材１Ａ，１Ｂの設計梁断面の端面１４，１４間の所定の間隔Ｄ１を短くでき、現場打ちコンクリート１３の打設量を少なくできる。 Normally, in half precast concrete construction, since the cast-in-place concrete for beam joints has a higher required strength than the floor slab concrete, it cannot be cast in one piece at the same time. However, in the present embodiment, the joint reinforcing bar including the diagonal reinforcing bar 15 of the beam member 1A and the diagonal reinforcing bar 16 of the beam member 1B and the diagonal reinforcing bar 16 of the beam member 1A and the diagonal reinforcing bar 15 of the beam member 1B are used. Since the joint reinforcing bars of the beam members 1A and 1B transmit part of the shear force at the beam joint, the required strength of the cast-in-place concrete 13 between the end faces 14 and 14 of the design beam cross section of the beam members 1A and 1B is determined by the beam members 1A and 1B It has the same strength as the floor slab concrete of the floor slab 40 directly above, and can be made lower in strength than the concrete strength of the beam members 1A and 1B. Therefore, the cast-in-place concrete 13 can be cast simultaneously and integrally between the end faces 14, 14 of the design cross section of the beam members 1A, 1B and part of the floor slab 40 directly above the beam members 1A, 1B. , it can contribute to shortening the construction period and labor saving. Further, since the tip portion of the bottom reinforcement 17 is bent upward to form a hook shape, the predetermined distance D1 between the end faces 14, 14 of the design beam cross-section of the beam members 1A, 1B can be shortened, and the cast-in-place concrete can be 13 can be reduced.

＜プレキャスト梁部材の接合方法１＞
次に、梁部材１Ａと梁部材１Ｂとの接合方法について、図４～図５各図等を参照して説明する。図４（ａ）に示すように、所定階のスラブ平面上の所定位置に立設された柱部材Ｐ１に梁部材１Ａを載置し接合する。梁部材１Ａを接合位置に向けてほぼ垂直に吊り下ろして、柱部材Ｐ１の柱主筋２３を梁部材１Ａの柱主筋貫通孔２２に貫通させ、柱部材Ｐ１の躯体天端２４に載置し接合する。このとき、図４（ｂ）に示すように、梁部材１Ａをパイプサポート５０で支持させる。 <Method 1 for joining precast beam members>
Next, a method of joining the beam member 1A and the beam member 1B will be described with reference to FIGS. 4 to 5 and the like. As shown in FIG. 4(a), the beam member 1A is placed on and joined to a column member P1 erected at a predetermined position on the slab plane of a predetermined floor. The beam member 1A is lowered almost vertically toward the joint position, the column main reinforcement 23 of the column member P1 is passed through the column main reinforcement through-hole 22 of the beam member 1A, and placed on the frame top 24 of the column member P1 to be joined. do. At this time, the beam member 1A is supported by the pipe support 50 as shown in FIG. 4(b).

続いて、柱部材Ｐ２に梁部材１Ｂを載置し接合する。このとき、梁部材１Ａの斜め補強筋１５と梁部材１Ｂの斜め補強筋１６と及び梁部材１Ａの斜め補強筋１６と梁部材１Ｂの斜め補強筋１５とがあき重ね継手を形成し、梁部材１Ａの下端筋１７と梁部材１Ｂの下端筋１７とがあき重ね継手を形成するように、梁端接合部１０，１０を対向させて、梁接合位置に吊り下ろして、柱部材Ｐ２の柱主筋２３を梁部材１Ｂの柱主筋貫通孔２２に貫通させ、梁部材１Ｂを柱部材Ｐ２の躯体天端２４に載置して接合させる。 Subsequently, the beam member 1B is placed on the column member P2 and joined. At this time, the oblique reinforcing bars 15 of the beam member 1A and the oblique reinforcing bars 16 of the beam member 1B, and the oblique reinforcing bars 16 of the beam member 1A and the oblique reinforcing bars 15 of the beam member 1B form lapped joints. The beam end joints 10, 10 are opposed to each other so that the bottom reinforcement 17 of the beam member 1A and the bottom reinforcement 17 of the beam member 1B form an open lap joint, and the column main reinforcement of the column member P2 is suspended at the beam joint position. 23 is passed through the column main reinforcement through hole 22 of the beam member 1B, and the beam member 1B is placed on and joined to the building frame top end 24 of the column member P2.

現場打ちコンクリート１３の打設作業に先立ち、図５（ｃ）に示すように、現場にて、上端筋１２を配筋し、梁部材１Ａ，１Ｂ間にスターラップ筋１１を配筋する。併せて、床スラブの配筋も行う。その後、設計コンクリート断面を完成させるために、図５（ｄ）に示すように、梁部材１Ａ，１Ｂ間及び梁部材１Ａ，１Ｂ上部及び床スラブ部分に同時に、床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，１Ｂのコンクリート強度より低強度の現場打ちコンクリート１３を打設し、ハーフプレキャスト部材の接合構造Ｊ１が形成される。 Prior to placing the cast-in-place concrete 13, as shown in FIG. 5(c), the top reinforcement 12 is arranged and the stirrup reinforcement 11 is arranged between the beam members 1A and 1B at the site. At the same time, the reinforcement of the floor slab will be arranged. After that, in order to complete the design concrete cross section, as shown in FIG. In addition, cast-in-place concrete 13 having a lower strength than the concrete strength of the beam members 1A and 1B is placed to form a joint structure J1 of half precast members.

［第二実施形態］
第一実施形態では、梁長手方向の継手を形成する接合構造Ｊ１について説明したが、第二実施形態では、図３に示すように、梁部材１Ａ，１Ａと平面視で交差する方向に梁部材２を配置し、接合構造Ｊ２と平面視で交差する方向に接合構造Ｊ２を形成する。なお、第一実施形態と同一の構成要素は、同一の符号を付し、説明は省略する。 [Second embodiment]
In the first embodiment, the joint structure J1 that forms a joint in the longitudinal direction of the beam has been described, but in the second embodiment, as shown in FIG. 2 is arranged, and the junction structure J2 is formed in a direction intersecting with the junction structure J2 in plan view. In addition, the same code|symbol is attached|subjected to the component same as 1st embodiment, and description is abbreviate|omitted.

ハーフプレキャスト部材の接合構造Ｊ２は、図６（ｃ）に示すように、それぞれ梁側面に梁端接合部３０を有する梁部材１Ａ，１Ａが配置された柱部材Ｐ１，Ｐ３間に梁端接合部１０を有する梁部材２を配置することにより形成された構造からなる。接合構造Ｊ２は、梁端接合部３０，１０間の梁接合部に配筋されたスターラップ筋１１及び上端筋１２のかぶり厚を確保して床スラブの現場打ちコンクリートの打設と同時に梁接合部の現場打ちコンクリート１３を打設することにより、一体的に形成される。これらの梁端接合部３０，１０の形状は、一例として図３及び図６各図に示したように、梁部材１Ａ，１Ａが互いに平行して柱部材Ｐ１，Ｐ３上に架設され、梁部材２の梁スパンの端部付近で接合されることを想定している。 As shown in FIG. 6C, the joint structure J2 of half precast members has a beam end joint between column members P1 and P3 in which beam members 1A and 1A each having a beam end joint 30 on the beam side surface are arranged. It consists of a structure formed by arranging beam members 2 having 10 . In the joint structure J2, the cover thickness of the stirrup reinforcement 11 and the upper end reinforcement 12 arranged at the beam joint between the beam end joints 30 and 10 is secured, and the beam joint is performed simultaneously with the pouring of the floor slab concrete. It is integrally formed by pouring the cast-in-place concrete 13 of the part. As shown in FIGS. 3 and 6 as an example, these beam end joints 30 and 10 are shaped so that the beam members 1A and 1A are installed in parallel on the column members P1 and P3, and the beam members 2 are assumed to be joined near the end of the beam span.

＜接合部の構造２＞
以下、梁部材１Ａ及び梁部材２の構成について図２各図及び図３を参照して説明する。梁部材２は、プレキャストコンクリート部材製造工場において、必要なかぶり厚を確保して組み立てられた鉄筋組立体が配置された型枠内にコンクリート１８が打設されて製造されたものである。梁端接合部１０は、梁部材２の梁長手方向の両端面に設けられている。 <Structure 2 of the joint>
Hereinafter, configurations of the beam member 1A and the beam member 2 will be described with reference to FIGS. 2 and 3. FIG. The beam member 2 is manufactured at a precast concrete member manufacturing factory by pouring concrete 18 into a form in which a reinforcing bar assembly assembled with a required cover thickness is placed. The beam end joints 10 are provided on both end surfaces of the beam member 2 in the beam longitudinal direction.

（梁部材１Ａの構成）
梁部材１Ａは、第一実施形態で説明した構成に加えて、図２（ａ）及び（ｄ）に示すように、梁部材１Ａの柱型部分２５の側面（端面）３１を備えている。側面３１から、側方斜め補強筋３２，３３と側方下端筋（側方下側主筋）１７とが、梁幅方向に向けて張り出すように配筋され、梁端接合部３０を形成している。 (Configuration of beam member 1A)
In addition to the configuration described in the first embodiment, the beam member 1A includes side surfaces (end surfaces) 31 of the columnar portions 25 of the beam member 1A, as shown in FIGS. 2(a) and 2(d). From the side surface 31, the lateral oblique reinforcements 32, 33 and the lateral bottom reinforcement (lateral bottom main reinforcement) 17 are arranged so as to protrude in the beam width direction to form the beam end joint 30. ing.

側方斜め補強筋３２は、本実施形態では、梁幅方向に水平に梁上部に２本配筋され、側面３１から約４５°斜め下方に向けて張り出している。側方斜め補強筋３２の張り出し長は、側方斜め補強筋３２の径ｄ４の３０倍の長さが確保されている。 In this embodiment, two diagonal lateral reinforcing bars 32 are arranged horizontally in the beam width direction on the upper part of the beam, and protrude obliquely downward from the side surface 31 at an angle of about 45°. The overhang length of the lateral diagonal reinforcing bar 32 is secured to be 30 times the diameter d4 of the lateral diagonal reinforcing bar 32. - 特許庁

側方斜め補強筋３３は、梁幅方向に水平に、側方下端筋１７近くの梁下部に２本配筋され、側面３１から約４５°斜め上方に向けて張り出している。側方斜め補強筋３３の張り出し長は、側方斜め補強筋３３の径ｄ５の３０倍の長さが確保されている。 Two lateral oblique reinforcements 33 are arranged horizontally in the beam width direction at the lower part of the beam near the lateral bottom end reinforcement 17 and protrude obliquely upward from the side surface 31 by about 45°. The overhang length of the side diagonal reinforcing bar 33 is secured to be 30 times the diameter d5 of the side diagonal reinforcing bar 33 .

側方下端筋１７は、梁下辺に沿って５本配筋され、側面３１から梁幅方向に向けて水平に張り出し、先端が上方に向けて略垂直方向に曲げられて、フック形状をなしている。側方下端筋１７の張り出し長は、張り出し部分全体で側方下端筋１７の径ｄ６の４０倍の長さが確保されている。 Five lateral bottom reinforcements 17 are arranged along the lower side of the beam, extend horizontally from the side surface 31 in the beam width direction, and have their tips bent upward in a substantially vertical direction to form a hook shape. there is The overhanging length of the lateral bottom reinforcement 17 is ensured to be 40 times the diameter d6 of the lateral bottom reinforcement 17 in the entire overhanging portion.

（梁部材２の構成）
梁部材２は、図２（ｃ）、（ｅ）に示すように、矩形断面からなる梁断面の端面（矩形梁断面）１４から、斜め補強筋１５，１６と下端筋１７とが、梁長手方向に向けて張り出し、梁端接合部１０を形成している。柱主筋貫通孔２２及び柱型部分２５が無い事を除いて、梁部材２は、梁部材１Ｂと同じ構成である。 (Configuration of beam member 2)
As shown in FIGS. 2(c) and 2(e), the beam member 2 has diagonal reinforcing bars 15 and 16 and a bottom bar 17 extending along the length of the beam from an end face 14 of a beam cross section (rectangular beam cross section) consisting of a rectangular cross section. direction, forming a beam end joint 10 . The beam member 2 has the same configuration as the beam member 1B except that the column main reinforcement through-hole 22 and the column-shaped portion 25 are not provided.

＜接合構造の構成２＞
プレキャストコンクリート梁部材（ハーフプレキャスト梁部材）の接合構造Ｊ２について、図６各図を参照して説明する。ハーフプレキャスト梁部材の接合構造Ｊ２は、梁部材１Ａの梁端接合部３０と梁部材２の梁端接合部１０とを所定の間隔Ｄ２を空けて対向させて構成されている。梁部材１Ａ、２間では、梁部材１Ａの側方斜め補強筋３３と梁部材２の斜め補強筋１６とがあき重ね継手を形成してせん断力を伝達する部材として機能する。また、梁部材１Ａの側方斜め補強筋３２と梁部材２の斜め補強筋１５とがあき重ね継手を形成してせん断力を伝達する部材として機能する。また、梁部材１Ａの側方下端筋１７と梁部材２の下端筋１７とがあき重ね継手を形成して柱部材Ｐ１，Ｐ３間の梁の１本の下端筋として機能する。梁部材１Ａ，２の設計梁断面の端面３０，１０間及び梁上端には、床スラブと一体であり、床スラブと同一強度であり、かつ、梁部材１Ａ，２のコンクリート強度より低強度の現場打ちコンクリート１３が打設されている。 <Composition 2 of joining structure>
A joint structure J2 of precast concrete beam members (half precast beam members) will be described with reference to FIGS. The joint structure J2 of half precast beam members is configured such that the beam end joint portion 30 of the beam member 1A and the beam end joint portion 10 of the beam member 2 are opposed to each other with a predetermined gap D2 therebetween. Between the beam members 1A and 2, the side oblique reinforcing bars 33 of the beam member 1A and the oblique reinforcing bars 16 of the beam member 2 form a lap joint and function as a member that transmits shear force. In addition, the side oblique reinforcing bars 32 of the beam member 1A and the oblique reinforcing bars 15 of the beam member 2 form a lapped joint to function as a member that transmits shear force. Further, the lateral bottom reinforcement 17 of the beam member 1A and the bottom reinforcement 17 of the beam member 2 form a lapped joint and function as one bottom reinforcement of the beam between the column members P1 and P3. Between the end faces 30 and 10 of the design beam cross section of the beam members 1A and 2 and at the upper end of the beam, it is integrated with the floor slab, has the same strength as the floor slab, and has a lower strength than the concrete strength of the beam members 1A and 2. Place-in-place concrete 13 is placed.

本実施形態では、側方斜め補強筋３２と斜め補強筋１６、側方斜め補強筋３３と斜め補強筋１５、とからなる接合部補強筋がせん断力を伝達するため、梁部材１Ａ，２の梁端接合部３０，１０間の現場打ちコンクリート１３の必要強度を梁部材１Ａ，２直上の床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，２のコンクリート強度より低強度とすることができる。従って、梁部材１Ａ，２の梁端接合部３０，１０間の梁接合部及び梁接合部と床スラブの一部とを同時に、一体的にコンクリート打設することができるので、工期の短縮や省人化に資することができる。また、下端筋１７及び側方下端筋１７の先端部が、上方向に折り曲げたフック形状とされているので、梁部材１Ａ，２の梁接合部間の所定の間隔Ｄ２を短くでき、現場打ちコンクリート１３の打設量を少なくできる。 In the present embodiment, since the joint reinforcing bars, which are composed of the side oblique reinforcing bars 32 and the oblique reinforcing bars 16, and the side oblique reinforcing bars 33 and the oblique reinforcing bars 15, transmit the shear force, the beam members 1A and 2 The required strength of the cast-in-place concrete 13 between the beam end joints 30 and 10 is the same as that of the floor slab concrete directly above the beam members 1A and 2, and is lower than the concrete strength of the beam members 1A and 2. can. Therefore, the beam joints between the beam end joints 30 and 10 of the beam members 1A and 2, the beam joints, and a part of the floor slab can be simultaneously and integrally poured, so that the construction period can be shortened. It can contribute to labor saving. In addition, since the tip portions of the bottom reinforcement 17 and the side bottom reinforcement 17 are bent upward to form a hook shape, the predetermined distance D2 between the beam joints of the beam members 1A and 2 can be shortened. The amount of placing concrete 13 can be reduced.

＜プレキャスト梁部材の接合方法２＞
次に、梁部材１Ａと梁部材２との接合方法について、図６各図等を参照して説明する。図６（ａ）に示すように、所定階のスラブ平面上の所定位置に立設された柱部材Ｐ１，Ｐ３にそれぞれ梁部材１Ａを平面視で梁長手方向が互いに平行になるように、柱部材Ｐ１，Ｐ３の柱主筋２３を梁部材１Ａ，１Ａの柱主筋貫通孔２２に貫通させ、柱部材Ｐ１，Ｐ３の躯体天端２４に載置し接合する。このとき、図６（ｂ）に示すように、梁部材２をパイプサポート５０で支持する。 <Joining method 2 of precast beam members>
Next, a method of joining the beam member 1A and the beam member 2 will be described with reference to FIGS. As shown in FIG. 6(a), beam members 1A are attached to column members P1 and P3 erected at predetermined positions on a slab plane of a predetermined floor so that the longitudinal directions of the beams are parallel to each other in a plan view. The column main reinforcements 23 of the members P1 and P3 are passed through the column main reinforcement through-holes 22 of the beam members 1A and 1A, and placed and joined to the building frame top ends 24 of the column members P1 and P3. At this time, the beam member 2 is supported by the pipe support 50, as shown in FIG.6(b).

現場打ちコンクリート１３の打設作業に先立ち、上端筋１２、スターラップ筋１１、図示しない床スラブの配筋を行う。その後、図６（ｃ）に示すように、梁部材１Ａ、２の梁端接合部３０，１０間（所定の間隔Ｄ２、梁接合部）及び梁部材１Ａ、２の上部兼床スラブ部分に同時に床スラブコンクリートと同一強度であり、かつ、梁部材１Ａ，２のコンクリート強度より低強度の現場打ちコンクリート１３を打設し、ハーフプレキャスト部材の接合構造Ｊ２が形成される。 Prior to placing the cast-in-place concrete 13, the top reinforcement 12, the stirrup reinforcement 11, and the floor slab (not shown) are arranged. After that, as shown in FIG. 6(c), between the beam end joints 30 and 10 of the beam members 1A and 2 (predetermined interval D2, beam joint) and at the upper and floor slab portions of the beam members 1A and 2 simultaneously. A cast-in-place concrete 13 having the same strength as the floor slab concrete and lower strength than the concrete strength of the beam members 1A and 2 is placed to form a joint structure J2 of half precast members.

［変形例］
上述の実施形態では、梁部材は、平面視で直線状のプレキャストコンクリート本体を有していたが、図７に示すように、平面視で略十字状の梁部材３であっても良いし、略Ｔ字状の梁部材４であっても良く、略Ｌ字状の梁部材５や略キ字状の梁部材６であっても良い。或いは、平面視で直線状であっても、複数（２つ）の柱スパンにまたがった１つの梁部材７であっても良い。現場や搬入経路の状況、梁部材が配置される位置等に応じて、梁部材の平面形状は変更可能である。これにより、梁部材の数を減らすことができるので、梁部材の吊り込み作業の回数を減らすことができ、また、梁接合部の数を減らすことができる。従って、工期の短縮や省人化ができる。 [Modification]
In the above-described embodiment, the beam member has a straight precast concrete main body in plan view, but as shown in FIG. A substantially T-shaped beam member 4 may be used, and a substantially L-shaped beam member 5 or a substantially K-shaped beam member 6 may be used. Alternatively, it may be linear in a plan view, or may be one beam member 7 extending over a plurality (two) of column spans. The planar shape of the beam member can be changed according to the situation of the site, the carrying-in route, the position where the beam member is arranged, and the like. As a result, the number of beam members can be reduced, so that the number of operations for hanging the beam members can be reduced, and the number of beam joints can be reduced. Therefore, the construction period can be shortened and labor can be saved.

また、上述の実施形態では、梁部材は、側面視で、端部に向けて斜め上方を向いた斜め補強筋と斜め下方を向いた斜め補強筋とが１本ずつ張り出していたが、必要せん断強度や鉄筋の配置状況、所定の間隔の長さなどに合わせて、側面視で、端部に向けて斜め下方を向いた斜め補強筋１５Ａ，１５Ｂと斜め上方を向いた斜め補強筋１５Ａ，１５Ｂとが張り出した梁部材Ａ（図８（ａ））であっても良いし、斜め上方が１本（斜め補強筋１５）で斜め下方が２本（斜め補強筋１６Ａ，１６Ｂ）とする梁部材Ｂ（図８（ｂ））、或いは、斜め補強筋が斜め上方１本だけであったり、斜め下方１本だけである梁部材Ｃ（図８（ｃ））等、斜め補強筋の本数や組み合わせは自由である。また、梁幅方向の鉄筋の本数も、上述の実施形態で示した本数に限らない。鉄筋を折り曲げる角度も、上述の実施形態で示した角度に限らず、例えば、図８（ｄ）に示すように、水平面に対して３０°に折り曲げた斜め補強筋１５Ｃ，１６Ｃを有する梁部材Ｄであっても良い。 In addition, in the above-described embodiment, the beam member has one oblique reinforcing bar facing obliquely upward and one oblique reinforcing bar facing obliquely downward toward the end when viewed from the side. In a side view, the oblique reinforcing bars 15A and 15B facing diagonally downward toward the ends and the diagonal reinforcing bars 15A and 15B facing diagonally upward are arranged according to the strength, arrangement of reinforcing bars, and the length of predetermined intervals. It may be a beam member A (FIG. 8A) with an overhang, or a beam member having one diagonally upper part (diagonal reinforcing bar 15) and two diagonally lower parts (diagonal reinforcing bars 16A and 16B). B (FIG. 8(b)), or a beam member C (FIG. 8(c)) having only one diagonal reinforcing bar or only one diagonal reinforcing bar (FIG. 8(c)). is free. Also, the number of reinforcing bars in the beam width direction is not limited to the number shown in the above embodiment. The angle at which the reinforcing bars are bent is not limited to the angles shown in the above embodiments. For example, as shown in FIG. can be

あき寸法Ｓ、あき重ね継手長さＬＥは、上述の実施形態の数値に限らない。鉄筋強度やコンクリート強度等に応じて、適宜変更することができる。また、下端筋、斜め補強筋及び側方斜め補強筋等の鉄筋本数や鉄筋強度、梁幅や梁成等は、柱スパン、設計床荷重等に応じて、適宜決定する。 The opening dimension S and the opening lap joint length LE are not limited to the numerical values in the above embodiment. It can be changed as appropriate according to the strength of reinforcing bars, the strength of concrete, and the like. In addition, the number and strength of rebars such as bottom rebars, oblique rebars, and lateral oblique rebars, beam width, beam length, etc., are appropriately determined according to the column span, design floor load, and the like.

上述の実施形態では、平面視で、梁スパン中央付近又は端部端部付近に梁接合部が設けられていたが、梁接合部の位置は、これらに限らない。プラン上の制約や応力分布等に応じて、梁接合部の平面視での位置を変更することができる。 In the above-described embodiments, the beam joints were provided near the center of the beam span or near the ends of the beam span in plan view, but the positions of the beam joints are not limited to these. The position of the beam joint in plan view can be changed according to plan restrictions, stress distribution, and the like.

また、張り出した鉄筋の先端に、ジベルやナット等を取り付けることにより、せん断強度を向上させても良い。 Moreover, the shear strength may be improved by attaching a dowel, nut, or the like to the tip of the overhanging reinforcing bar.

上述の実施形態では、ハーフプレキャストコンクリート梁部材を使用していたが、フルプレキャストコンクリート梁部材を使用しても良い。梁接合部及び梁接合部と一体的に配筋された床スラブの一部に同時に、一体的に床スラブコンクリートと同一強度であり、かつ、プレキャストコンクリート梁部材のコンクリート強度より低強度のコンクリートを打設可能であれば良い。 Although half precast concrete beam members are used in the above-described embodiments, full precast concrete beam members may be used. Concrete that has the same strength as the floor slab concrete and is lower in strength than the concrete strength of the precast concrete beam members is simultaneously applied to the beam joint and part of the floor slab that is integrally arranged with the beam joint. It is good if it can be set.

なお、本発明は、上述した実施形態に限定されるものではなく、各請求項に示した範囲内での種々の変更が可能である。すなわち、請求項に示した範囲内で適宜変更した技術的手段を組み合わせて得られる実施形態も、本発明の技術的範囲に含まれる。 The present invention is not limited to the above-described embodiments, and various modifications are possible within the scope of each claim. That is, embodiments obtained by combining technical means appropriately modified within the scope of the claims are also included in the technical scope of the present invention.

１，１Ａ，１Ｂ，２，３，４，５，６，７，８，Ａ，Ｂ，Ｃ，Ｄ （プレキャストコンクリート）梁部材
１０，３０ 梁端接合部
１１ スターラップ筋
１２ 上端筋
１３ 現場打ちコンクリート
１４ 端面
１５，１６ 斜め補強筋
１７ 下端筋、側方下端筋
１８ コンクリート
２１ スターラップ筋
２２ 柱主筋貫通孔
２３ 柱主筋
２４ 躯体天端
２５ 柱型部分
３１ 側面
３２，３３ 側方斜め補強筋
Ｊ１，Ｊ２ 接合構造
Ｐ１，Ｐ２，Ｐ３，Ｐ４ 柱部材 1, 1A, 1B, 2, 3, 4, 5, 6, 7, 8, A, B, C, D (Precast concrete) Beam member 10, 30 Beam end joint 11 Stirrup bar 12 Top bar 13 Cast-in-place Concrete 14 End faces 15, 16 Diagonal reinforcement 17 Bottom reinforcement, Lateral bottom reinforcement 18 Concrete 21 Stirrup reinforcement 22 Column main reinforcement through-hole 23 Column main reinforcement 24 Top end of frame 25 Column-shaped portion 31 Sides 32, 33 Side diagonal reinforcement J1 , J2 Joint structure P1, P2, P3, P4 Column member

Claims (7)

第一の接合部補強筋及び第一の下端筋が梁長手方向の少なくとも一端の梁断面から張り出した第一のプレキャストコンクリート梁部材と、
梁長手方向に第二の接合部補強筋及び第二の下端筋が梁断面から張り出した第二のプレキャストコンクリート梁部材と、
を備え、
前記第一の接合部補強筋と前記第二の接合部補強筋とが第一のあき重ね継手を形成し、前記第一の下端筋と前記第二の下端筋とが第二のあき重ね継手を形成し、前記第一のあき重ね継手と前記第二のあき重ね継手とで梁接合部が構築され、前記梁接合部と、その一部が該梁接合部と一体形成される床スラブとが同一強度であり、かつ、前記第一及び第二のプレキャストコンクリート梁部材のコンクリート強度より低強度の現場打ちコンクリートからなることを特徴とするプレキャストコンクリート梁部材の接合構造。 a first precast concrete beam member in which the first joint reinforcing bar and the first bottom bar extend from the cross section of the beam at at least one end in the longitudinal direction of the beam ;
a second precast concrete beam member in which the second joint reinforcing bar and the second lower end bar protrude from the cross section of the beam in the longitudinal direction of the beam;
with
The first joint reinforcement and the second joint reinforcement form a first opening lap joint, and the first bottom reinforcement and the second bottom reinforcement form a second opening lap joint. wherein a beam joint is constructed by the first lap joint and the second lap joint, and the beam joint and a floor slab part of which is integrally formed with the beam joint have the same strength and are made of cast-in-place concrete having a strength lower than that of the first and second precast concrete beam members. 前記第一の接合部補強筋及び前記第二の接合部補強筋は、斜め補強筋であることを特徴とする請求項１に記載のプレキャストコンクリート梁部材の接合構造。 The joint structure of precast concrete beam members according to claim 1, wherein the first joint reinforcing bar and the second joint reinforcing bar are oblique reinforcing bars. 前記下端筋は、先端がフック形状をなすことを特徴とする請求項１または２に記載のプレキャストコンクリート梁部材の接合構造。 The joint structure of precast concrete beam members according to claim 1 or 2, wherein the bottom reinforcement has a hook-shaped tip. 前記梁接合部は、梁スパン中央付近に配置されたことを特徴とする請求項１から３のいずれか１項に記載のプレキャストコンクリート梁部材の接合構造。 The joint structure of precast concrete beam members according to any one of claims 1 to 3, wherein the beam joint portion is arranged near the center of the span of the beam. 前記梁接合部は、梁スパン端部付近にも配置され、
前記第一のプレキャストコンクリート梁部材は、さらに前記第一の接合部補強筋及び前記第一の下端筋が前記第一のプレキャストコンクリート梁部材の柱型部分の側面から張り出したことを特徴とする請求項４に記載のプレキャストコンクリート梁部材の接合構造。 the beam joint is also located near a beam span end ,
Said first precast concrete beam member is further characterized in that said first joint reinforcing bar and said first bottom bar protrude from the side surface of said column portion of said first precast concrete beam member. Item 5. A joint structure of precast concrete beam members according to item 4 . 前記第一のプレキャストコンクリート梁部材及び前記第二のプレキャストコンクリート梁部材は、ハーフプレキャストコンクリート部材であることを特徴とする請求項１から５のいずれか１項に記載のプレキャストコンクリート梁部材の接合構造。 The joint structure of precast concrete beam members according to any one of claims 1 to 5, wherein the first precast concrete beam member and the second precast concrete beam member are half precast concrete members. . 第一の接合部補強筋及び第一の下端筋が梁長手方向の少なくとも一端の梁断面から張り出した第一のプレキャストコンクリート梁部材と、梁長手方向に第二の接合部補強筋及び第二の下端筋が梁断面から張り出した第二のプレキャストコンクリート梁部材とを、前記第一の接合部補強筋と前記第二の接合部補強筋とが第一のあき重ね継手を形成し、前記第一の下端筋と前記第二の下端筋とが第二のあき重ね継手を形成するように、前記第一のプレキャストコンクリート梁部材と前記第二のプレキャストコンクリート梁部材とを配置して梁接合部を構築し、
前記梁接合部と、その一部が該梁接合部と一体形成される床スラブとに、同一強度であり、かつ、前記第一及び第二のプレキャストコンクリート梁部材のコンクリート強度より低強度のコンクリートを打設することを特徴とするプレキャストコンクリート梁部材の接合方法。 A first precast concrete beam member in which a first joint reinforcing bar and a first bottom bar protrude from a beam cross section at at least one end in the beam longitudinal direction, and a second joint reinforcing bar and a second joint reinforcing bar in the beam longitudinal direction. A second precast concrete beam member whose bottom reinforcement extends from the cross section of the beam, the first joint reinforcing bar and the second joint reinforcing bar forming a first gap lap joint, The first precast concrete beam member and the second precast concrete beam member are arranged to form a beam joint such that the bottom reinforcement and the second bottom reinforcement form a second spaced lap joint. build and
Concrete having the same strength and lower strength than the concrete strength of the first and second precast concrete beam members for the beam joint and the floor slab part of which is integrally formed with the beam joint. A method for joining precast concrete beam members, characterized by placing a
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