JP2017222996A - Column-beam junction structure - Google Patents

Column-beam junction structure Download PDF

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JP2017222996A
JP2017222996A JP2016117389A JP2016117389A JP2017222996A JP 2017222996 A JP2017222996 A JP 2017222996A JP 2016117389 A JP2016117389 A JP 2016117389A JP 2016117389 A JP2016117389 A JP 2016117389A JP 2017222996 A JP2017222996 A JP 2017222996A
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column
joint
concrete
joining member
joining
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悟史 掛
Satoshi Kake
悟史 掛
裕次 石川
Yuji Ishikawa
裕次 石川
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Takenaka Komuten Co Ltd
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Takenaka Komuten Co Ltd
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Abstract

PROBLEM TO BE SOLVED: To provide a structure that prevents the destruction of a column-beam junction caused by deterioration of adhesion between concrete and a main reinforcement.SOLUTION: A column-beam junction structure includes a junction 10 having an arranged column main reinforcement 22 of a reinforced concrete column 20 and an arranged beam main reinforcement 32 of a reinforced concrete beam 30, and a bearing member (mechanical joint 40) to produce a bearing force, disposed on the column main reinforcement 22 or the beam main reinforcement 32.SELECTED DRAWING: Figure 1

Description

本発明は、柱梁の接合部構造に関する。   The present invention relates to a joint structure of column beams.

特許文献１に示された柱梁仕口部構造では、柱梁仕口部（柱梁接合部）に打設されるコンクリートに繊維補強材を混入してコンクリートの強度を向上させている。   In the column beam joint structure disclosed in Patent Document 1, fiber reinforcing material is mixed into the concrete cast in the column beam joint (column beam joint) to improve the strength of the concrete.

特開平１０−８５５１号公報Japanese Patent Laid-Open No. 10-8551

しかし、コンクリートの強度を向上させても、柱と梁の曲げ耐力比が小さい場合、梁の曲げ降伏が早期に発生し、その後接合部内まで主筋降伏が進展し、接合部を立面視したとき接合部の隅部を対角上に結んだ対角線に沿って斜めひび割れが発生して接合部が破壊されることがある。   However, even if the strength of the concrete is improved, if the bending strength ratio between the column and the beam is small, the bending yield of the beam occurs early, and then the main bar yield progresses into the joint, and the joint is viewed from an elevation. An oblique crack may occur along a diagonal line connecting the corners of the joint portion diagonally, and the joint portion may be destroyed.

本発明は上記事実を考慮して、柱梁の接合部の斜めひび割れの発生を抑制することを目的とする。   In view of the above fact, an object of the present invention is to suppress the occurrence of oblique cracks at the joints of column beams.

請求項１に記載の柱梁の接合部構造は、コンクリート製柱の柱主筋とコンクリート製梁の梁主筋とが配筋された接合部と、前記接合部の外側から前記接合部へプレストレスを与える鋼製部材と、を有する。   The joint structure of the column beam according to claim 1, wherein the column main bar of the concrete column and the beam main bar of the concrete beam are arranged, and prestress is applied from the outside of the joint to the joint. A steel member to be provided.

請求項１に記載の柱梁の接合部構造では、接合部へプレストレスを与えることにより、接合部のコンクリートが圧縮される。このため、接合部の斜めひび割れを抑制することができる。   In the joint structure of the column beam according to claim 1, the concrete of the joint is compressed by applying prestress to the joint. For this reason, the diagonal crack of a junction part can be suppressed.

請求項２に記載の柱梁の接合部構造は、前記接合部は、前記コンクリート製柱及び前記コンクリート製梁が接合されるプレキャストコンクリート製の接合部材とされている。   In the column beam joint structure according to claim 2, the joint is a precast concrete joint member to which the concrete pillar and the concrete beam are joined.

請求項２に記載の柱梁の接合部構造では、プレストレスが与えられた接合部材はプレキャストコンクリート製とされ、コンクリート製柱及びコンクリート製梁と別部材とされている。このため、プレストレスが与えられた接合部を現場で効率よく施工できる。また、接合部だけに効率的にプレストレスを与えられる。   In the column beam joint structure according to claim 2, the prestressed joint member is made of precast concrete, and is separate from the concrete pillar and the concrete beam. For this reason, the joint part to which prestress is given can be efficiently constructed on site. In addition, prestress can be efficiently applied only to the joint.

請求項３に記載の柱梁の接合部構造は、前記コンクリート製柱、前記コンクリート製梁はプレキャストコンクリート製とされている。   The joint structure of the column beam according to claim 3 is such that the concrete column and the concrete beam are made of precast concrete.

請求項３に記載の柱梁の接合部構造では、架構がプレキャストコンクリートで形成され、接合部材にはプレストレスが与えられている。このため、現場打ちコンクリート作業を省略し、接合部の斜めひび割れが抑制された架構を効率よく形成することができる。   In the column beam joint structure according to claim 3, the frame is formed of precast concrete, and prestress is applied to the joint member. For this reason, the cast-in-place concrete work can be omitted, and a frame in which oblique cracks at the joints are suppressed can be efficiently formed.

本発明によると、柱梁の接合部の斜めひび割れの発生を抑制することができる。   According to this invention, generation | occurrence | production of the diagonal crack of the junction part of a column beam can be suppressed.

本発明の第１実施形態に係る柱梁の接合部構造が適用された柱梁の接合部を示す断面図である。It is sectional drawing which shows the junction part of the column beam to which the junction part structure of the column beam which concerns on 1st Embodiment of this invention was applied. 本発明の第１実施形態に係る柱梁の接合部構造において、梁主筋を接続するスリーブが接合部材に埋設された例を示す断面図である。It is sectional drawing which shows the example by which the sleeve which connects a beam main reinforcement was embed | buried under the joining member in the junction part structure of the column beam which concerns on 1st Embodiment of this invention. 本発明の第２実施形態に係る柱梁の接合部構造が適用された柱梁の接合部を示す断面図である。It is sectional drawing which shows the junction part of the column beam to which the junction part structure of the column beam which concerns on 2nd Embodiment of this invention was applied. 本発明の第２実施形態に係る柱梁の接合部構造において、ＰＣ鋼棒が接合部材を上下方向に貫通した例を示す断面図である。It is sectional drawing which shows the example which the PC steel bar penetrated the joining member to the up-down direction in the junction part structure of the column beam which concerns on 2nd Embodiment of this invention. 本発明の第３実施形態に係る柱梁の接合部構造が適用された柱梁の接合部を示す断面図である。It is sectional drawing which shows the junction part of the column beam to which the junction part structure of the column beam which concerns on 3rd Embodiment of this invention was applied.

［第１実施形態］
（構成）
図１に示すように、第１実施形態に係る柱梁の接合部構造は、鉄筋コンクリート製の柱２０と鉄筋コンクリート製の梁３０とを接合する接合部材（仕口部材）１０に適用される。接合部材１０、柱２０及び梁３０はそれぞれプレキャストコンクリートで形成され、柱２０は接合部材１０の下部に接合された下柱部材２０Ａと、接合部材１０の上部に接合された上柱部材２０Ｂとで形成され、梁３０は接合部材１０の両側にそれぞれ接合された梁部材３０Ａ、３０Ｂで形成されている。 [First Embodiment]
(Constitution)
As shown in FIG. 1, the column beam joint structure according to the first embodiment is applied to a joint member (joint member) 10 that joins a reinforced concrete column 20 and a reinforced concrete beam 30. The joining member 10, the column 20, and the beam 30 are each formed of precast concrete, and the column 20 includes a lower column member 20 </ b> A joined to the lower part of the joining member 10 and an upper pillar member 20 </ b> B joined to the upper part of the joining member 10. The beam 30 is formed by beam members 30 </ b> A and 30 </ b> B bonded to both sides of the bonding member 10.

なお、図１において接合部材１０と下柱部材２０Ａ、接合部材１０と上柱部材２０Ｂはそれぞれ隙間を空けて配置されているが、この隙間には後述するスリーブ５０、５２へ充填される図示しないグラウト材が充填され、これにより接合部材１０、下柱部材２０Ａ及び上柱部材２０Ｂが接合されている。   In FIG. 1, the joining member 10 and the lower column member 20 </ b> A, and the joining member 10 and the upper column member 20 </ b> B are arranged with a gap therebetween, but the gap is filled in sleeves 50 and 52 (not shown). The grout material is filled, and thereby the joining member 10, the lower pillar member 20A, and the upper pillar member 20B are joined.

同様に、図１において接合部材１０と梁部材３０Ａ、接合部材１０と梁部材３０Ｂはそれぞれ隙間を空けて配置されているが、この隙間には後述するスリーブ５４へ充填される図示しないグラウト材が充填され、これにより接合部材１０、梁部材３０Ａ及び梁部材３０Ｂが接合されている。   Similarly, in FIG. 1, the joining member 10 and the beam member 30 </ b> A, and the joining member 10 and the beam member 30 </ b> B are arranged with a gap therebetween, and a grout material (not shown) filled in a sleeve 54 described later is placed in this gap. Filling is performed, whereby the joining member 10, the beam member 30A, and the beam member 30B are joined.

接合部材１０の上下方向（鉛直方向）の中央部には、プレストレスが与えられたＰＣ鋼棒４０が埋設されている。ＰＣ鋼棒４０は接合部材１０を左右方向（略水平方向）に貫通し、両端部が接合部材１０の側面に形成されたコッター１０Ａから突出して、定着板４２に固定されている。これにより、接合部材１０に左右からプレストレスが与えられる。   A pre-stressed PC steel rod 40 is embedded in the central portion of the joining member 10 in the vertical direction (vertical direction). The PC steel bar 40 penetrates the joining member 10 in the left-right direction (substantially horizontal direction), and both ends protrude from a cotter 10 </ b> A formed on the side surface of the joining member 10 and are fixed to the fixing plate 42. Thereby, prestress is given to the joining member 10 from right and left.

なお、本実施形態においてＰＣ鋼棒４０は、コンクリート製の接合部材１０を左右方向に貫通する図示しないシース管に通され、その後緊張力が与えられてグラウト材でシース管内に固定されている（所謂ポストテンション方式）。   In the present embodiment, the PC steel rod 40 is passed through a sheath tube (not shown) penetrating the concrete joining member 10 in the left-right direction, and then tension is applied and fixed in the sheath tube with a grout material ( So-called post-tension system).

但し本発明の実施形態はこれに限らず、ＰＣ鋼棒４０はプレテンション方式によってプレストレスを与えてもよい。すなわち、接合部材１０を形成するコンクリートＣの打設時に、予め緊張力が与えられたＰＣ鋼棒４０を配置しておき、コンクリートＣの硬化後に接合部材１０から突出したＰＣ鋼棒４０を切断することでＰＣ鋼棒４０にプレストレスを与えてもよい。このようにしてＰＣ鋼棒４０にプレストレスを与えることで、定着板４２を省略することができる。   However, the embodiment of the present invention is not limited to this, and the PC steel bar 40 may be prestressed by a pretension method. That is, when the concrete C forming the joining member 10 is placed, the PC steel bar 40 to which tension is applied in advance is disposed, and the PC steel bar 40 protruding from the joining member 10 after the concrete C is hardened is cut. Thus, the PC steel rod 40 may be prestressed. Thus, the fixing plate 42 can be omitted by prestressing the PC steel bar 40.

なお、以下に説明する第２、第３実施形態に係る柱梁の接合部構造においても、ＰＣ鋼棒のプレストレス導入にあたっては、ポストテンション方式、プレテンション方式の何れかを選択することができる。なお、本実施形態及び第２、第３実施形態に係る柱梁の接合部構造におけるＰＣ鋼棒は本発明における鋼製部材の一例であり、鋼製部材としてはＰＣ鋼線、ＰＣ鋼より線、その他プレストレスを与えることができる材質を用いることができる。   In addition, in the column beam joint structures according to the second and third embodiments described below, either the post-tension method or the pre-tension method can be selected for the prestress introduction of the PC steel rod. . Note that the PC steel bar in the column beam joint structure according to the present embodiment and the second and third embodiments is an example of a steel member in the present invention, and the steel member is a PC steel wire or a PC steel wire. Other materials that can give prestress can be used.

接合部材１０には柱主筋２２及び梁主筋３２が配筋されている。具体的には、接合部材１０を上下方向に貫通するスリーブ５０を、上柱部材２０Ｂの下端面から突出した柱主筋２２Ａが貫通し、この柱主筋２２Ａの先端部が、下柱部材２０Ａの上端面に開口したスリーブ５２に挿入されている。スリーブ５２の反対側の開口部には柱主筋２２Ｂが挿入されている。スリーブ５０、スリーブ５２にはグラウト材が充填されており、これにより柱主筋２２Ａ、２２Ｂが接続されている。   Column main bars 22 and beam main bars 32 are arranged in the joining member 10. Specifically, the column main reinforcement 22A protruding from the lower end surface of the upper column member 20B passes through the sleeve 50 penetrating the joining member 10 in the vertical direction, and the tip of the column main reinforcement 22A is located above the lower column member 20A. The sleeve 52 is opened at the end face. The column main reinforcement 22B is inserted into the opening on the opposite side of the sleeve 52. The sleeve 50 and the sleeve 52 are filled with a grout material, whereby the column main bars 22A and 22B are connected.

また、梁主筋３２Ａは接合部材１０を左右方向に貫通し、梁主筋３２Ａの両端部は接合部材１０から突出し、それぞれ梁部材３０Ａ、３０Ｂの端面に開口するスリーブ５４に挿入されている。スリーブ５４の反対側の開口部には梁主筋３２Ｂが挿入されている。スリーブ５４にはグラウト材が充填されており、これにより梁主筋３２Ａ、３２Ｂが接続されている。   The main beam 32A penetrates the joining member 10 in the left-right direction, and both end portions of the main beam 32A protrude from the joining member 10 and are inserted into sleeves 54 opened at the end surfaces of the beam members 30A and 30B, respectively. The main beam bar 32B is inserted into the opening on the opposite side of the sleeve. The sleeve 54 is filled with a grout material, thereby connecting the beam main bars 32A and 32B.

なお、本実施形態においては梁主筋３２Ａの両端部が接合部材１０から突出しているものとしたが、本発明の実施形態はこれに限らない。例えば図２に示すように、接合部材１０にスリーブ５６を埋設し、このスリーブ５６の一方の開口部に接合部材１９に埋設された梁主筋３２Ａの端部を挿入してもよい。この場合、梁部材３０Ａの端面から梁主筋３２Ｂが突出し、スリーブ５６の他方の開口部に挿入される。   In addition, in this embodiment, although the both ends of the beam main reinforcement 32A shall protrude from the joining member 10, embodiment of this invention is not restricted to this. For example, as shown in FIG. 2, a sleeve 56 may be embedded in the joining member 10, and an end portion of the beam main bar 32 </ b> A embedded in the joining member 19 may be inserted into one opening of the sleeve 56. In this case, the beam main bar 32B protrudes from the end face of the beam member 30A and is inserted into the other opening of the sleeve 56.

なお、このように接合部材１０にスリーブ５６を埋設し、接合部材１０の内部で梁主筋３２を接続する構成は、以下で説明する図３〜５に示す第２、第３実施形態に係る接合部構造に適用してもよい。   In addition, the structure which embeds the sleeve 56 in the joining member 10 in this way and connects the beam main reinforcement 32 inside the joining member 10 is the joining which concerns on 2nd, 3rd embodiment shown to FIGS. 3-5 demonstrated below. You may apply to a partial structure.

また、本実施形態においては、接合部材１０のスリーブ５０を上柱部材２０Ｂの下端面から突出した柱主筋２２Ａが貫通している（所謂逆挿し工法）が、本発明の実施形態はこれに限らない。例えば下柱部材２０Ａの上端面から柱主筋２２Ｂを突出させ、この柱主筋２２Ｂが、接合部材１０のスリーブ５０を貫通するものとしてもよい（所謂順挿し工法）。この場合、上柱部材２０Ｂの下端面にスリーブ５２を埋設し、このスリーブ５２に柱主筋２２Ｂを挿入する。   In the present embodiment, the column main reinforcement 22A protruding from the lower end surface of the upper column member 20B passes through the sleeve 50 of the joining member 10 (so-called reverse insertion method), but the embodiment of the present invention is not limited thereto. Absent. For example, the column main bar 22B may protrude from the upper end surface of the lower column member 20A, and the column main bar 22B may penetrate the sleeve 50 of the joining member 10 (so-called forward insertion method). In this case, a sleeve 52 is embedded in the lower end surface of the upper column member 20 </ b> B, and the column main bar 22 </ b> B is inserted into the sleeve 52.

なお、以下に説明する第２実施形態に係る柱梁の接合部構造においても、柱主筋の配設方法に関しては、逆挿し工法、順挿し工法の何れかを選択することができる。   In the column beam joint structure according to the second embodiment described below, either the reverse insertion method or the forward insertion method can be selected as the column main bar arrangement method.

（作用・効果）
第１実施形態に係る柱梁の接合部構造によると、接合部材１０のコンクリートＣが、ＰＣ鋼棒４０によりプレストレスが与えられている。このため、図１に示すように、例えば梁３０に曲げモーメントＭが作用して梁主筋３２が引張力Ｎを受けた際、コンクリートＣは梁主筋３２との付着力により引張力を受けるが、プレストレス力により圧縮されているので、ひび割れが発生しにくい。例えば、接合部材１０の対角線Ｋに沿って接合部材１０の中央部に発生するひび割れＣＲ１や、接合部材１０の角部に発生するひび割れＣＲ２を抑制できる。 (Action / Effect)
According to the column beam joint structure according to the first embodiment, the concrete C of the joining member 10 is prestressed by the PC steel rod 40. Therefore, as shown in FIG. 1, for example, when the bending moment M acts on the beam 30 and the beam main bar 32 receives the tensile force N, the concrete C receives a tensile force due to the adhesive force with the beam main bar 32. Since it is compressed by the prestressing force, it is difficult for cracks to occur. For example, it is possible to suppress a crack CR <b> 1 generated at the center of the bonding member 10 along the diagonal line K of the bonding member 10 and a crack CR <b> 2 generated at the corner of the bonding member 10.

また、プレストレスを与えられる接合部材１０は、柱２０及び梁３０と別部材とされている。このため、接合部材１０に効率的にプレストレスを与えられる。   Further, the joining member 10 to which prestress is applied is a separate member from the column 20 and the beam 30. For this reason, prestress is efficiently given to the joining member 10.

さらに、接合部材１０、柱２０及び梁３０はプレキャストコンクリートで形成されている。このため、接合部材１０に斜めひび割れが発生しにくい架構を効率よく形成することができる。   Furthermore, the joining member 10, the column 20, and the beam 30 are formed of precast concrete. For this reason, it is possible to efficiently form a frame in which oblique cracks are unlikely to occur in the joining member 10.

なお、本実施形態においては、プレストレスが与えられたＰＣ鋼棒４０は、接合部材１０の上下方向の中央部に設けられているが、本発明の実施形態はこれに限らず、梁主筋３２の内側であればどの部分に埋設してもよく、埋設する本数も任意に選択することができる。例えば接合部材１０の上下方向の中央部だけではなく、該中央部と梁主筋３２との間にも埋設できる。このようにすれば接合部材１０に作用する圧縮力が大きくなるので、ひび割れＣＲ１、ＣＲ２を抑制する効果を高めることができる。   In the present embodiment, the PC steel bar 40 to which prestress is applied is provided at the center in the vertical direction of the joining member 10, but the embodiment of the present invention is not limited to this, and the beam main bar 32. As long as it is inside, it may be embedded in any part, and the number to be embedded can be arbitrarily selected. For example, not only the center part of the joining member 10 in the vertical direction but also the center part and the beam main bar 32 can be embedded. In this way, since the compressive force acting on the joining member 10 is increased, the effect of suppressing cracks CR1 and CR2 can be enhanced.

［第２実施形態］
（構成）
図３に示すように、第２実施形態に係る柱梁の接合部構造は、鉄筋コンクリート製の柱２０と鉄筋コンクリート製の梁６０とを接合する接合部材（仕口部材）７０に適用される。 [Second Embodiment]
(Constitution)
As shown in FIG. 3, the column beam joint structure according to the second embodiment is applied to a joining member (joint member) 70 that joins a reinforced concrete column 20 and a reinforced concrete beam 60.

接合部材７０、柱２０及び梁６０はそれぞれプレキャストコンクリートで形成され、柱２０は接合部材７０の下部に接合された下柱部材２０Ａと、接合部材７０の上部に接合された上柱部材２０Ｂとで形成され、梁６０は接合部材７０の両側に接合された梁部材６０Ａ、６０Ｂで形成されている。   The joining member 70, the pillar 20 and the beam 60 are each formed of precast concrete, and the pillar 20 is composed of a lower pillar member 20A joined to the lower part of the joining member 70 and an upper pillar member 20B joined to the upper part of the joining member 70. The beam 60 is formed by beam members 60 </ b> A and 60 </ b> B bonded to both sides of the bonding member 70.

接合部材７０は、下柱部材２０Ａ及び上柱部材２０Ｂが接合される柱接合部７０Ａと、梁部材６０Ａ、６０Ｂが接合される梁接合部７０Ｂとを含んで構成されている。   The joining member 70 includes a column joining portion 70A to which the lower pillar member 20A and the upper pillar member 20B are joined, and a beam joining portion 70B to which the beam members 60A and 60B are joined.

接合部材７０の上下方向（鉛直方向）の中央部には、プレストレスが与えられたＰＣ鋼棒４０が埋設されている。ＰＣ鋼棒４０は接合部材１０を左右方向（略水平方向）に貫通し、両端部が接合部材７０の側面に形成されたコッター７０Ｃから突出して、定着板４２に固定されている。これにより、接合部材７０に左右からプレストレスが与えられる。   A pre-stressed PC steel rod 40 is embedded in the central portion of the joining member 70 in the vertical direction (vertical direction). The PC steel bar 40 penetrates the joining member 10 in the left-right direction (substantially horizontal direction), and both ends protrude from a cotter 70 </ b> C formed on the side surface of the joining member 70 and are fixed to the fixing plate 42. Thereby, prestress is given to the joining member 70 from the left and right.

その他の構成は第１実施形態に係る柱梁の接合部構造と等しく、説明は省略する。なお、接合部材７０、柱２０及び梁６０の隙間にはグラウト材が充填されており、接合部材７０、柱２０及び梁６０が一体化した状態で、接合部材７０の梁接合部７０Ｂは梁６０の端部を形成している。   The other configuration is the same as the column beam joint structure according to the first embodiment, and a description thereof will be omitted. The gap between the joining member 70, the column 20 and the beam 60 is filled with a grout material. With the joining member 70, the column 20 and the beam 60 integrated, the beam joining portion 70B of the joining member 70 is the beam 60. Is formed.

（効果）
第２実施形態に係る柱梁の接合部構造によると、梁６０の端部（梁接合部７０Ｂ）と一体化された接合部材７０のコンクリートＣが、ＰＣ鋼棒４０によりプレストレスが与えられて圧縮されている。 (effect)
According to the column beam joint structure according to the second embodiment, the concrete C of the joint member 70 integrated with the end of the beam 60 (beam joint 70B) is prestressed by the PC steel rod 40. It is compressed.

このため、図３に示すように、例えば梁６０に曲げモーメントＭが作用して梁主筋３２が引張力Ｎを受けた際、コンクリートＣは梁主筋３２との付着力により引張力を受けるが、ひび割れが発生しにくい。   Therefore, as shown in FIG. 3, for example, when the bending moment M acts on the beam 60 and the beam main bar 32 receives the tensile force N, the concrete C receives a tensile force due to the adhesive force with the beam main bar 32. Cracks are unlikely to occur.

例えば、柱接合部７０Ａの対角線Ｋに沿って柱接合部７０Ａの中央部に発生するひび割れＣＲ１や、柱接合部７０Ａの角部に発生するひび割れＣＲ２を抑制できる。また、梁６０の端部（梁接合部７０Ｂ）に発生するひび割れＣＲ３を抑制できる。   For example, it is possible to suppress crack CR1 generated at the center of the column joint 70A along the diagonal line K of the column joint 70A and crack CR2 generated at the corner of the column joint 70A. Moreover, the crack CR3 which generate | occur | produces in the edge part (beam joining part 70B) of the beam 60 can be suppressed.

なお、本実施形態においては、プレストレスが与えられたＰＣ鋼棒４０は、接合部材７０の上下方向の中央部に設けられているが、本発明の実施形態はこれに限らず、梁主筋３２の内側であればどの部分に埋設してもよい。例えば接合部材７０の上下方向の中央部だけではなく、該中央部と梁主筋３２との間にも埋設できる。このようにすれば接合部材７０に作用する圧縮力が大きくなるので、ひび割れＣＲ１、ＣＲ２を抑制する効果を高めることができる。また、梁の曲げの中立軸よりも引張側に、プレストレスが与えられたＰＣ鋼棒４０を配置すれば、ひび割れＣＲ３を抑制する効果がさらに高くなる。   In this embodiment, the prestressed PC steel bar 40 is provided at the center of the joining member 70 in the vertical direction. However, the embodiment of the present invention is not limited to this, and the beam main bar 32. It may be embedded in any part as long as it is inside. For example, not only the vertical central portion of the joining member 70 but also the central portion and the beam main bar 32 can be embedded. In this way, since the compressive force acting on the joining member 70 is increased, the effect of suppressing the cracks CR1 and CR2 can be enhanced. Moreover, if the PC steel bar 40 to which prestress is applied is arranged on the tension side of the neutral axis of the beam, the effect of suppressing the crack CR3 is further enhanced.

また、本実施形態においては、プレストレスが与えられたＰＣ鋼棒４０が接合部材７０を左右方向（略水平方向）に貫通しているものとしたが、本発明の実施形態はこれに限らない。例えば図４に示すように、プレストレスが与えられたＰＣ鋼棒４４を、接合部材７０を上下方向（略鉛直方向）に貫通させてもよい。このような構成によっても、例えば柱２０に曲げモーメントＭが作用して柱主筋２２が引張力Ｎを受けた際、コンクリートＣは柱主筋２２との付着力により引張力を受けるが、接合部７０Ａの対角線Ｋに沿って接合部７０Ａの中央部に発生するひび割れＣＲ１や、接合部７０Ａの角部に発生するひび割れＣＲ２を抑制できる。さらに、接合部材７０を左右方向（略水平方向）に貫通するＰＣ鋼棒４０と、上下方向（略鉛直方向）に貫通するＰＣ鋼棒４４とを、同時に用いてもよい。このようにすれば、ひび割れＣＲ１やひび割れＣＲ２を抑制する効果をさらに高めることができる。   In the present embodiment, the prestressed PC steel bar 40 penetrates the joining member 70 in the left-right direction (substantially horizontal direction). However, the embodiment of the present invention is not limited to this. . For example, as shown in FIG. 4, a pre-stressed PC steel rod 44 may be passed through the joining member 70 in the vertical direction (substantially vertical direction). Even with such a configuration, for example, when the bending moment M acts on the column 20 and the column main reinforcement 22 receives the tensile force N, the concrete C receives the tensile force due to the adhesive force with the column main reinforcement 22, but the joint 70A. The crack CR1 generated at the central portion of the joint portion 70A along the diagonal line K and the crack CR2 generated at the corner portion of the joint portion 70A can be suppressed. Furthermore, you may use simultaneously the PC steel bar 40 which penetrates the joining member 70 in the left-right direction (substantially horizontal direction), and the PC steel bar 44 which penetrates the up-down direction (substantially vertical direction). If it does in this way, the effect which controls crack CR1 and crack CR2 can further be heightened.

なお、このようにプレストレスが与えられたＰＣ鋼棒４４を接合部材７０の上下方向（略鉛直方向）に貫通させる構成は、図１、図２に示した第１実施形態に係る柱梁の接合部材１０に適用してもよい。このような構成によっても、接合部材１０のひび割れを抑制することができる。   The configuration in which the pre-stressed PC steel bar 44 is penetrated in the vertical direction (substantially vertical direction) of the joining member 70 is the column beam according to the first embodiment shown in FIGS. You may apply to the joining member 10. FIG. Even with such a configuration, the cracking of the joining member 10 can be suppressed.

［第３実施形態］
（構成）
図５に示すように、第３実施形態に係る柱梁の接合部構造は、鉄筋コンクリート製の柱８０と鉄筋コンクリート製の梁３０とを接合する接合部（仕口部）８０Ａに適用される。 [Third Embodiment]
(Constitution)
As shown in FIG. 5, the column beam joint structure according to the third embodiment is applied to a joint (joint part) 80 </ b> A that joins a reinforced concrete column 80 and a reinforced concrete beam 30.

柱８０及び梁３０はそれぞれプレキャストコンクリートで形成され、柱８０は梁３０の梁部材３０Ａ、３０Ｂが接合される接合部８０Ａと、接合部８０Ａの上下に一体的に形成された柱部８０Ｂとで構成されている。   The column 80 and the beam 30 are each formed of precast concrete, and the column 80 includes a joint 80A to which the beam members 30A and 30B of the beam 30 are joined and a column 80B integrally formed above and below the joint 80A. It is configured.

接合部８０Ａの上下方向（鉛直方向）の中央部には、プレストレスが与えられたＰＣ鋼棒４０が埋設されている。ＰＣ鋼棒４０は接合部材１０を左右方向（略水平方向）に貫通し、両端部が接合部８０Ａの側面から突出して、定着板４２に固定されている。これにより、接合部８０Ａに左右からプレストレスが与えられる。   A pre-stressed PC steel rod 40 is embedded in the central portion in the vertical direction (vertical direction) of the joint 80A. The PC steel rod 40 penetrates the joining member 10 in the left-right direction (substantially horizontal direction), and both end portions protrude from the side surface of the joining portion 80A and are fixed to the fixing plate 42. As a result, prestress is applied to the joint 80A from the left and right.

その他の構成は第１実施形態に係る柱梁の接合部構造と等しく、説明は省略する。   The other configuration is the same as the column beam joint structure according to the first embodiment, and a description thereof will be omitted.

（作用・効果）
第３実施形態に係る柱梁の接合部構造によると、接合部８０ＡのコンクリートＣが、ＰＣ鋼棒４０によりプレストレスが与えられて圧縮されている。このため、図５に示すように、例えば梁３０に曲げモーメントＭが作用して梁主筋３２が引張力Ｎを受けた際、コンクリートＣは梁主筋３２との付着力により引張力を受けるが、ひび割れが発生しにくい。例えば、接合部８０Ａの対角線Ｋに沿って接合部８０Ａの中央部に発生するひび割れＣＲ１や、接合部材１０の角部に発生するひび割れＣＲ２を抑制できる。 (Action / Effect)
According to the column beam joint structure according to the third embodiment, the concrete C of the joint 80A is compressed by being prestressed by the PC steel rod 40. For this reason, as shown in FIG. 5, for example, when the bending moment M acts on the beam 30 and the beam main bar 32 receives the tensile force N, the concrete C receives a tensile force due to the adhesive force with the beam main bar 32. Cracks are unlikely to occur. For example, it is possible to suppress crack CR1 that occurs at the center of the joint 80A along the diagonal K of the joint 80A and crack CR2 that occurs at the corner of the joint member 10.

なお、本実施形態においては柱８０がプレキャストコンクリートで形成されているが、本発明の実施形態はこれに限らない。例えば柱８０を現場打ちコンクリートで形成し、この柱８０にプレキャストコンクリート製の梁部材３０Ａ、３０Ｂを接合してもよい。この場合、ＰＣ鋼棒４０は、コンクリート製の柱８０を左右方向に貫通する図示しないシース管に通され、その後緊張力が与えられてグラウト材でシース管内に固定される。   In addition, in this embodiment, although the pillar 80 is formed with precast concrete, embodiment of this invention is not restricted to this. For example, the pillar 80 may be formed of cast-in-place concrete, and beam members 30A and 30B made of precast concrete may be joined to the pillar 80. In this case, the PC steel rod 40 is passed through a sheath tube (not shown) penetrating the concrete column 80 in the left-right direction, and thereafter, tension is applied and fixed in the sheath tube with a grout material.

このように、第１、第２実施形態に係る下柱部材２０Ａ、上柱部材２０Ｂ（図１等参照）、第１実施形態に係る梁部材３０Ａ、３０Ｂ（図１等参照）、第２実施形態に係る梁部材６０Ａ、６０Ｂ（図３等参照）等は適宜現場打ちコンクリートで形成することができる。   As described above, the lower pillar member 20A and the upper pillar member 20B (see FIG. 1 and the like) according to the first and second embodiments, the beam members 30A and 30B (see FIG. 1 and the like) according to the first embodiment, and the second implementation. The beam members 60A and 60B (see FIG. 3 and the like) according to the form can be appropriately formed with cast-in-place concrete.

また、本実施形態においては、プレストレスが与えられたＰＣ鋼棒４０は、接合部８０Ａの上下方向の中央部に設けられているが、本発明の実施形態はこれに限らず、梁主筋３２の内側であればどの部分に埋設してもよい。例えば接合部８０Ａの上下方向の中央部だけではなく、該中央部と梁主筋３２との間にも埋設できる。このようにすれば接合部８０Ａに作用する圧縮力が大きくなるので、ひび割れＣＲ１、ＣＲ２を抑制する効果を高めることができる。   In the present embodiment, the PC steel bar 40 to which prestress is applied is provided at the center in the vertical direction of the joint 80A. However, the embodiment of the present invention is not limited to this, and the beam main bar 32 is provided. It may be embedded in any part as long as it is inside. For example, it can be embedded not only in the vertical center of the joint 80A but also between the central and the beam main bar 32. In this way, since the compressive force acting on the joint 80A is increased, the effect of suppressing the cracks CR1 and CR2 can be enhanced.

１０ 接合部材（接合部）
２０、８０ 柱（鉄筋コンクリート製柱）
２２ 柱主筋
３０、６０ 梁（鉄筋コンクリート製梁）
３２ 梁主筋
７０Ａ、８０Ａ 接合部 10 Joining member (joining part)
20, 80 columns (reinforced concrete columns)
22 Column main bars 30, 60 Beams (steel reinforced concrete beams)
32 Beam main bars 70A, 80A Joint

Claims (3)

コンクリート製柱の柱主筋とコンクリート製梁の梁主筋とが配筋された接合部と、
前記接合部の外側から前記接合部へプレストレスを与える鋼製部材と、
を有する柱梁の接合部構造。 A joint in which the column main reinforcement of the concrete column and the beam main reinforcement of the concrete beam are arranged;
A steel member that applies prestress to the joint from the outside of the joint; and
Column beam joint structure with 前記接合部は、前記コンクリート製柱及び前記コンクリート製梁が接合されるプレキャストコンクリート製の接合部材とされた、請求項１に記載の柱梁の接合部構造。   2. The column beam joint structure according to claim 1, wherein the joint is a precast concrete joint member to which the concrete pillar and the concrete beam are joined. 前記コンクリート製柱、前記コンクリート製梁はプレキャストコンクリート製とされた、請求項２に記載の柱梁の接合部構造。   The joint structure of column beams according to claim 2, wherein the concrete columns and the concrete beams are made of precast concrete.
JP2016117389A 2016-06-13 2016-06-13 Column-beam junction structure Pending JP2017222996A (en)

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JP2021021205A (en) * 2019-07-25 2021-02-18 株式会社竹中工務店 Column-beam joint structure
JP2021042644A (en) * 2019-09-13 2021-03-18 黒沢建設株式会社 Pre-stress introduction method of three axial compression column-beam connection
JP2021085150A (en) * 2019-11-25 2021-06-03 黒沢建設株式会社 Pc foundation structure and construction method thereof

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JP2000265548A (en) * 1999-03-18 2000-09-26 Taisei Corp Structure of joining part of column and beam and construction method for frame
US6327825B1 (en) * 2000-04-24 2001-12-11 Charles Pankow Builders Ltd. Method and apparatus for use in positioning high-strength cables within a precast moment resisting frame
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JP2021021205A (en) * 2019-07-25 2021-02-18 株式会社竹中工務店 Column-beam joint structure
JP7314467B2 (en) 2019-07-25 2023-07-26 株式会社竹中工務店 Column-beam connection structure
JP2021042644A (en) * 2019-09-13 2021-03-18 黒沢建設株式会社 Pre-stress introduction method of three axial compression column-beam connection
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