JP6775320B2 - Foundation beam joint structure - Google Patents

Foundation beam joint structure Download PDF

Info

Publication number
JP6775320B2
JP6775320B2 JP2016091424A JP2016091424A JP6775320B2 JP 6775320 B2 JP6775320 B2 JP 6775320B2 JP 2016091424 A JP2016091424 A JP 2016091424A JP 2016091424 A JP2016091424 A JP 2016091424A JP 6775320 B2 JP6775320 B2 JP 6775320B2
Authority
JP
Japan
Prior art keywords
foundation
main bar
footing
bar
reinforcing bar
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Active
Application number
JP2016091424A
Other languages
Japanese (ja)
Other versions
JP2017198027A (en
Inventor
ハッサン ウサレム
ハッサン ウサレム
裕次 石川
裕次 石川
達彦 前田
達彦 前田
武史 福原
武史 福原
正樹 田部井
正樹 田部井
明俊 濱田
明俊 濱田
久人 奥出
久人 奥出
祥晃 澤井
祥晃 澤井
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Takenaka Corp
Original Assignee
Takenaka Corp
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Takenaka Corp filed Critical Takenaka Corp
Priority to JP2016091424A priority Critical patent/JP6775320B2/en
Publication of JP2017198027A publication Critical patent/JP2017198027A/en
Application granted granted Critical
Publication of JP6775320B2 publication Critical patent/JP6775320B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Landscapes

  • Foundations (AREA)
  • Reinforcement Elements For Buildings (AREA)

Description

本発明は、フーチングに基礎梁を接合する基礎梁接合構造に関する。 The present invention relates to a foundation beam joining structure for joining a foundation beam to a footing.

柱に基礎梁を接合する基礎梁接合構造がある。例えば、特許文献１には、基礎梁から突出した梁主筋の端部を、柱脚を貫通する基礎主筋の両端にスリーブによりそれぞれ連結して、柱脚に基礎梁を接合する柱梁接合構造が開示されている。 There is a foundation beam joining structure that joins foundation beams to columns. For example, Patent Document 1 describes a beam-column joint structure in which the ends of a beam main bar protruding from a foundation beam are connected to both ends of the foundation main bar penetrating the column base by sleeves, and the foundation beam is joined to the column base. It is disclosed.

また、フーチングを介して柱に基礎梁を接合する基礎梁接合構造では、柱を支持するフーチング内に設けられた基礎主筋と、基礎梁から突出した梁主筋の端部とをスリーブ等によって接続することにより、柱に基礎梁を接合している。 Further, in the foundation beam joining structure in which the foundation beam is joined to the column via footing, the foundation main bar provided in the footing supporting the column and the end of the beam main bar protruding from the foundation beam are connected by a sleeve or the like. As a result, the foundation beam is joined to the column.

しかし、フーチング内には、柱主筋や杭頭筋等の鉄筋が数多く配筋されているので、フーチング内への基礎主筋や梁主筋の配筋が困難になる。 However, since many reinforcing bars such as column main bars and pile head bars are arranged in the footing, it becomes difficult to arrange the basic main bars and beam main bars in the footing.

特開平５−１１２９４７号公報JP-A-5-112947

本発明は係る事実を考慮し、フーチング内の配筋手間を低減することを課題とする。 In consideration of such facts, it is an object of the present invention to reduce the labor for bar arrangement in the footing.

第１態様の発明は、柱を支持するコンクリート製のフーチングと、前記フーチングの側面に接合されるコンクリート製の基礎梁と、を有する基礎梁接合構造において、前記柱の両側に配置され前記フーチングに埋設された基礎主筋と、前記基礎梁から突出して設けられ、前記基礎主筋同士の間に配置されるとともにあき重ね継手により前記基礎主筋へ応力が伝達される梁主筋と、前記基礎主筋と前記梁主筋とを取り囲む第１せん断補強筋と、を有する基礎梁接合構造である。 The invention of the first aspect is in a foundation beam joining structure having a concrete footing for supporting a pillar and a concrete foundation beam joined to a side surface of the footing, which is arranged on both sides of the pillar and is attached to the footing. The buried foundation main bar, the beam main bar that is provided so as to project from the foundation beam, is arranged between the foundation main bars, and the stress is transmitted to the foundation main bar by the open lap joint, and the foundation main bar and the beam. It is a foundation beam joint structure having a first shear reinforcing bar surrounding the main bar.

第１態様の発明では、あき重ね継手により梁主筋から基礎主筋へ応力を伝達することによって、梁主筋と基礎主筋の配置自由度を高めることができ、フーチング内の配筋手間を低減することができる。 In the invention of the first aspect, the degree of freedom in arranging the beam main bar and the foundation main bar can be increased by transmitting stress from the beam main bar to the foundation main bar by the open lap joint, and the labor for arranging the bars in the footing can be reduced. it can.

また、第１せん断補強筋が抵抗部材（所謂、ダボ鉄筋）となってフーチングのコンクリート強度が高められ、これにより梁主筋から基礎主筋への応力伝達効率を向上させることができる。 Further, the first shear reinforcing bar serves as a resistance member (so-called dowel reinforcing bar) to increase the concrete strength of the footing, whereby the stress transfer efficiency from the beam main bar to the foundation main bar can be improved.

さらに、基礎主筋と梁主筋とを取り囲むように第１せん断補強筋を設けることにより、第１せん断補強筋によって取り囲まれたコンクリート部分を拘束して、このコンクリート部分の圧縮強度をコンファインド効果によって高めることができる。 Further, by providing the first shear reinforcing bar so as to surround the foundation main bar and the beam main bar, the concrete portion surrounded by the first shear reinforcing bar is restrained, and the compressive strength of this concrete portion is increased by the confined effect. be able to.

第２態様の発明は、第１態様の基礎梁接合構造において、前記基礎主筋及び前記梁主筋は、前記フーチングの上下部にそれぞれ上下二段に配置され、上段に配置された前記基礎主筋及び前記梁主筋と、下段に配置された前記基礎主筋及び前記梁主筋との間に第２せん断補強筋が配置されている。 In the invention of the second aspect, in the foundation beam joining structure of the first aspect, the foundation main bar and the beam main bar are arranged in two upper and lower stages in the upper and lower parts of the footing, respectively, and the foundation main bar and the above arranged in the upper stage. A second shear reinforcing bar is arranged between the beam main bar and the foundation main bar and the beam main bar arranged in the lower stage.

第２態様の発明では、第２せん断補強筋が抵抗部材（所謂、ダボ鉄筋）となってフーチングのコンクリート強度が高められ、これによって梁主筋から基礎主筋への応力伝達効率をより向上させることができる。 In the invention of the second aspect, the second shear reinforcing bar serves as a resistance member (so-called dowel reinforcing bar) to increase the concrete strength of the footing, thereby further improving the stress transfer efficiency from the beam main bar to the foundation main bar. it can.

第３態様の発明は、第１又は第２態様の基礎梁接合構造において、前記第１せん断補強筋の下端部には、該下端部から前記基礎梁の梁長方向へ延びる脚部が設けられている。 In the invention of the third aspect, in the foundation beam joining structure of the first or second aspect, a leg portion extending from the lower end portion in the beam length direction of the foundation beam is provided at the lower end portion of the first shear reinforcing bar. ing.

第３態様の発明では、第１せん断補強筋を自立させた状態で、この第１せん断補強筋をベースにしてフーチング内の他の鉄筋を配筋することができるので、フーチング内の配筋手間をより低減することができる。 In the invention of the third aspect, it is possible to arrange other reinforcing bars in the footing based on the first shear reinforcing bar in a state where the first shear reinforcing bar is self-supporting, so that it takes time and effort to arrange the reinforcing bars in the footing. Can be further reduced.

本発明は上記構成としたので、フーチング内の配筋手間を低減することができる。 Since the present invention has the above configuration, it is possible to reduce the time and effort required for bar arrangement in the footing.

本発明の実施形態に係る基礎梁接合構造を示す平面断面図である。It is a plan sectional view which shows the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造を示す斜視図である。It is a perspective view which shows the foundation beam joint structure which concerns on embodiment of this invention. 図１のＡ−Ａ断面図である。FIG. 1 is a sectional view taken along the line AA of FIG. 本発明の実施形態に係る基礎梁接合構造の力伝達メカニズムを示す斜視図である。It is a perspective view which shows the force transmission mechanism of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造の力伝達メカニズムを示す斜視図である。It is a perspective view which shows the force transmission mechanism of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造の破壊界面を示す斜視図である。It is a perspective view which shows the fracture interface of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造の破壊界面を示す斜視図である。It is a perspective view which shows the fracture interface of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造の破壊界面を示す斜視図である。It is a perspective view which shows the fracture interface of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造のバリエーションを示す平面図である。It is a top view which shows the variation of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造のバリエーションを示す平面断面図である。It is a plan sectional view which shows the variation of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る基礎梁接合構造のバリエーションを示す平面断面図である。It is a top view which shows the variation of the foundation beam joint structure which concerns on embodiment of this invention. 本発明の実施形態に係る第２せん断補強筋のバリエーションを示す断面図である。It is sectional drawing which shows the variation of the 2nd shear reinforcing bar which concerns on embodiment of this invention. 本発明の実施形態に係る第１せん断補強筋のバリエーションを示す斜視図である。It is a perspective view which shows the variation of the 1st shear reinforcing bar which concerns on embodiment of this invention.

図を参照しながら、本発明の実施形態を説明する。まず、本発明の実施形態に係る基礎梁接合構造について説明する。 An embodiment of the present invention will be described with reference to the drawings. First, the foundation beam joining structure according to the embodiment of the present invention will be described.

図１の平面断面図に示すように、本実施形態の基礎梁接合構造１０は、柱２２と、コンクリート製のフーチング１２と、基礎梁１４と、フーチング１２に埋設された基礎主筋１６と、基礎梁１４を構成するプレキャストコンクリート製の梁部材１８から突出して設けられた梁主筋２０とを有して構成されている。 As shown in the plan sectional view of FIG. 1, the foundation beam joining structure 10 of the present embodiment includes a pillar 22, a concrete footing 12, a foundation beam 14, a foundation main bar 16 embedded in the footing 12, and a foundation. It is configured to have a beam main bar 20 projecting from a precast concrete beam member 18 constituting the beam 14.

フーチング１２は、鉄筋コンクリート製の柱２２を取り囲むようにして、平面視にて略正方形状に形成されており、柱２２を支持している。基礎梁１４は、基礎梁１４の梁幅方向に対して隙間をあけて配置された２つの梁部材１８を有して構成されている。梁部材１８は、フーチング１２の側面に接合されている。 The footing 12 is formed in a substantially square shape in a plan view so as to surround the pillar 22 made of reinforced concrete, and supports the pillar 22. The foundation beam 14 is configured to have two beam members 18 arranged with a gap in the beam width direction of the foundation beam 14. The beam member 18 is joined to the side surface of the footing 12.

図２の斜視図に示すように、梁主筋２０は、梁部材１８（基礎梁１４）の上下部にそれぞれ上下二段に配置されている。これにより、梁部材１８から突出した梁主筋２０の突出部２４は、フーチング１２の上下部にそれぞれ上下二段に配置されている。また、図１に示すように、梁主筋２０の突出部２４の端部は柱２２の近傍まで達し、この端部には機械式定着具２６が取り付けられている。 As shown in the perspective view of FIG. 2, the beam main bars 20 are arranged in two upper and lower stages at the upper and lower parts of the beam member 18 (foundation beam 14). As a result, the protruding portions 24 of the beam main bar 20 protruding from the beam member 18 are arranged in two upper and lower stages at the upper and lower portions of the footing 12. Further, as shown in FIG. 1, the end of the protruding portion 24 of the beam main bar 20 reaches the vicinity of the column 22, and the mechanical fixing tool 26 is attached to this end.

図１に示すように、フーチング１２には基礎主筋１６が埋設されている。基礎主筋１６は、柱２２の両側に配置されている。基礎主筋１６の端部には、機械式定着具２８が取り付けられている。 As shown in FIG. 1, the foundation main bar 16 is embedded in the footing 12. The foundation main bars 16 are arranged on both sides of the column 22. A mechanical fixing tool 28 is attached to the end of the foundation main bar 16.

図２に示すように、基礎主筋１６は、フーチング１２の上下部にそれぞれ上下二段に配置されている。 As shown in FIG. 2, the foundation main bars 16 are arranged in two upper and lower stages at the upper and lower parts of the footing 12.

図１に示すように、梁主筋２０の突出部２４は、基礎主筋１６同士の間に配置されるとともに、基礎主筋１６へ応力が伝達されるように基礎主筋１６の端部とあき重ね継手を構成している。 As shown in FIG. 1, the projecting portion 24 of the beam main bar 20 is arranged between the foundation main bars 16, and the end portion of the foundation main bar 16 and the open lap joint are formed so that stress is transmitted to the foundation main bar 16. It is configured.

図１のＡ−Ａ断面図である図３に示すように、フーチング１２には、第１せん断補強筋３０及び第２せん断補強筋３２が埋設されている。 As shown in FIG. 3, which is a cross-sectional view taken along the line AA of FIG. 1, a first shear reinforcing bar 30 and a second shear reinforcing bar 32 are embedded in the footing 12.

第１せん断補強筋３０は、梁主筋２０の突出部２４と基礎主筋１６との全てを取り囲むように配置された環状の部材である。また、第２せん断補強筋３２は、フーチング１２の上下部のそれぞれにおいて、上段に配置された基礎主筋１６及び梁主筋２０と、下段に配置された基礎主筋１６及び梁主筋２０との間に配置された直線状の部材である。 The first shear reinforcing bar 30 is an annular member arranged so as to surround all of the protruding portion 24 of the beam main bar 20 and the foundation main bar 16. Further, the second shear reinforcing bar 32 is arranged between the foundation main bar 16 and the beam main bar 20 arranged in the upper stage and the foundation main bar 16 and the beam main bar 20 arranged in the lower stage in each of the upper and lower portions of the footing 12. It is a linear member.

ここで、フーチング１２内での力伝達メカニズムについて説明する。 Here, the force transmission mechanism in the footing 12 will be described.

図４の斜視図に示すように、基礎梁１４（梁部材１８）の端部に生じる曲げモーメントＭにより梁部材１８の梁主筋２０に作用する引張力Ｔによって、フーチング１２の上部に配置された梁主筋２０の端部に取り付けられた機械式定着具２６から４つの圧縮応力伝達領域（以下、「圧縮ストラット」とする）３４、３６、３８、４０が発生し、引張力Ｔがフーチング１２へ伝達される。 As shown in the perspective view of FIG. 4, the beam member 18 is arranged above the footing 12 by the tensile force T acting on the beam main bar 20 of the beam member 18 due to the bending moment M generated at the end of the foundation beam 14 (beam member 18). Four compressive stress transmission regions (hereinafter referred to as "compression struts") 34, 36, 38, 40 are generated from the mechanical fixing tool 26 attached to the end of the beam main bar 20, and the tensile force T is transferred to the footing 12. Be transmitted.

圧縮ストラット３４、３６は、略Ｖ字状に水平方向へ形成されて、フーチング１２の上部に配置された基礎主筋１６の端部に取り付けられた機械式定着具２８へ繋がっている。圧縮ストラット３８、４０は、略Ｖ字状に下方斜め方向へ形成されて、フーチング１２の下部に配置された基礎主筋１６の端部に取り付けられた機械式定着具２８へ繋がっている。このようにして、あき重ね継手により梁主筋２０から基礎主筋１６へ圧縮応力が伝達される。 The compression struts 34, 36 are formed in a substantially V shape in the horizontal direction and are connected to a mechanical fixing tool 28 attached to the end of the foundation main bar 16 arranged on the upper part of the footing 12. The compression struts 38 and 40 are formed in a substantially V shape in an oblique downward direction and are connected to a mechanical fixing tool 28 attached to the end of the foundation main bar 16 arranged at the lower part of the footing 12. In this way, the compressive stress is transmitted from the beam main bar 20 to the foundation main bar 16 by the open lap joint.

すなわち、図５の斜視図に示すように、基礎梁１４（梁部材１８）の端部に生じる曲げモーメントＭにより作用する引張力Ｔは、略Ｖ字状に水平及び下方斜め方向へ作用し、水平方向へ作用する力Ｆuは、フーチング１２の上部に配置された基礎主筋１６へ伝達され、下方斜め方向へ作用する力Ｆdは、フーチング１２の下部に配置された基礎主筋１６へ伝達されて、フーチング１２に伝達される。図４に示された圧縮ストラット３４、３６、３８、４０は、ＦＥＭ（有限要素法）解析により確認できる。 That is, as shown in the perspective view of FIG. 5, the tensile force T acting by the bending moment M generated at the end of the foundation beam 14 (beam member 18) acts horizontally and diagonally downward in a substantially V shape. The force F u acting in the horizontal direction is transmitted to the foundation main bar 16 arranged in the upper part of the footing 12, and the force F d acting in the downward diagonal direction is transmitted to the foundation main bar 16 arranged in the lower part of the footing 12. Is transmitted to the footing 12. The compression struts 34, 36, 38, 40 shown in FIG. 4 can be confirmed by FEM (finite element method) analysis.

図４及び図５に示すように、引張力Ｔが所定値以上になると、圧縮ストラット３４、３６、３８、４０の界面に沿ってひび割れが発生する。そして、このひび割れの幅が大きくなると破壊界面４２、４４、４６（図６、図７及び図８の斜視図を参照のこと）が進展するので、その破壊界面４２、４４、４６を通過している鉄筋が破壊に抵抗する破壊となる。 As shown in FIGS. 4 and 5, when the tensile force T becomes a predetermined value or more, cracks occur along the interface of the compression struts 34, 36, 38, 40. Then, as the width of the crack increases, the fracture interfaces 42, 44, 46 (see the perspective views of FIGS. 6, 7 and 8) progress, and thus pass through the fracture interfaces 42, 44, 46. The reinforcing bar is destroyed to resist the destruction.

フーチング１２を形成しているコンクリートの引張抵抗を考慮しない場合、フーチング１２の上部の上段に配置された基礎主筋１６（又は、梁主筋２０）の軸心からフーチング１２の下部の下段に配置された基礎主筋１６（又は、梁主筋２０）の軸心までの距離をｄとし、第１せん断補強筋３０（図１及び図３を参照のこと）によるせん断力をＦsとすると、破壊界面４２に生じる抵抗モーメントＭrは、Ｍr＝０．９×ｄ×Ｆuとなり、破壊界面４６に生じる抵抗モーメントＭrは、Ｍr＝０．９×ｄ×Ｆsとなり、破壊界面４４に生じる抵抗モーメントＭrは、Ｍr＝０．９×ｄ×（Ｔ＋Ｆs）となる。 When the tensile resistance of the concrete forming the footing 12 is not taken into consideration, the foundation main bar 16 (or the beam main bar 20) arranged in the upper upper part of the footing 12 is arranged in the lower part of the lower part of the footing 12. Assuming that the distance to the axis of the foundation main bar 16 (or the beam main bar 20) is d and the shear force by the first shear reinforcing bar 30 (see FIGS. 1 and 3) is F s , the fracture interface 42 is reached. The generated resistance moment M r is M r = 0.9 × d × F u , and the resistance moment M r generated at the fracture interface 46 is Mr = 0.9 × d × F s , and the resistance generated at the fracture interface 44. The moment M r is M r = 0.9 × d × (T + F s ).

次に、本発明の実施形態に係る基礎梁接合構造の作用と効果について説明する。 Next, the action and effect of the foundation beam joint structure according to the embodiment of the present invention will be described.

本実施形態の基礎梁接合構造１０では、図１に示すように、あき重ね継手により梁主筋２０（突出部２４）から基礎主筋１６へ応力を伝達することによって、フーチング１２内における梁主筋２０と基礎主筋１６の配置自由度を高めることができ、フーチング１２内の配筋手間を低減することができる。これにより、簡易に建物の基礎を建てることができ、省人化、施工コスト削減、施工期間短縮を図ることができる。 In the foundation beam joint structure 10 of the present embodiment, as shown in FIG. 1, stress is transmitted from the beam main bar 20 (protruding portion 24) to the foundation main bar 16 by the open lap joint to form the beam main bar 20 in the footing 12. The degree of freedom in arranging the basic main bars 16 can be increased, and the labor for arranging the bars in the footing 12 can be reduced. As a result, the foundation of the building can be easily built, labor saving, construction cost reduction, and construction period shortening can be achieved.

また、本実施形態の基礎梁接合構造１０では、図１に示すように、第１せん断補強筋３０が抵抗部材（所謂、ダボ鉄筋）となってフーチング１２のコンクリート強度が高められ、これにより梁主筋２０（突出部２４）から基礎主筋１６への応力伝達効率を向上させることができる。 Further, in the foundation beam joint structure 10 of the present embodiment, as shown in FIG. 1, the first shear reinforcing bar 30 serves as a resistance member (so-called dowel reinforcing bar) to increase the concrete strength of the footing 12, whereby the beam is increased. The stress transfer efficiency from the main bar 20 (protruding portion 24) to the basic main bar 16 can be improved.

さらに、本実施形態の基礎梁接合構造１０では、図１及び図３に示すように、基礎主筋１６と梁主筋２０とを取り囲むように第１せん断補強筋３０を設けることにより、第１せん断補強筋３０によって取り囲まれたコンクリート部分を拘束して、このコンクリート部分の圧縮強度をコンファインド効果によって高めることができる。 Further, in the foundation beam joining structure 10 of the present embodiment, as shown in FIGS. 1 and 3, the first shear reinforcing bar 30 is provided so as to surround the foundation main bar 16 and the beam main bar 20 to reinforce the first shear. The concrete portion surrounded by the streaks 30 can be restrained, and the compressive strength of this concrete portion can be increased by the confining effect.

また、本実施形態の基礎梁接合構造１０では、図３に示すように、第２せん断補強筋３２が抵抗部材（所謂、ダボ鉄筋）となってフーチング１２のコンクリート強度が高められ、これによって梁主筋２０から基礎主筋１６への応力伝達効率をより向上させることができる。 Further, in the foundation beam joining structure 10 of the present embodiment, as shown in FIG. 3, the second shear reinforcing bar 32 serves as a resistance member (so-called dowel reinforcing bar) to increase the concrete strength of the footing 12, whereby the beam is increased. The stress transfer efficiency from the main bar 20 to the foundation main bar 16 can be further improved.

以上、本発明の実施形態について説明した。 The embodiment of the present invention has been described above.

なお、本実施形態では、図１に示すように、フーチング１２をコンクリート製とした例を示したが、フーチング１２は、現場打ちコンクリートによって形成してもよいし、プレキャストコンクリート部材としてもよい。フーチング１２をプレキャストコンクリート部材とすれば、フーチング１２の施工における現場での作業手間を低減し、フーチング１２に埋設される鉄筋の位置やコンクリートかぶり厚さ等の施工品質を容易に確保することができる。 In the present embodiment, as shown in FIG. 1, an example in which the footing 12 is made of concrete is shown, but the footing 12 may be formed of cast-in-place concrete or may be a precast concrete member. If the footing 12 is used as a precast concrete member, it is possible to reduce the on-site work labor in the construction of the footing 12 and easily secure the construction quality such as the position of the reinforcing bar embedded in the footing 12 and the concrete cover thickness. ..

例えば、図９の平面図に示すように、複数のプレキャストコンクリート部材４８を一体化させてフーチング１２を形成するようにしてもよい。フーチング１２を複数のプレキャストコンクリート部材４８によって構成すれば、トラックによる運搬効率を向上させたり、揚重機の小型化を図ることができ、施工コストの低減が期待できる。 For example, as shown in the plan view of FIG. 9, a plurality of precast concrete members 48 may be integrated to form the footing 12. If the footing 12 is composed of a plurality of precast concrete members 48, it is possible to improve the transportation efficiency by the truck and reduce the size of the lifting machine, which is expected to reduce the construction cost.

また、本実施形態では、図１に示すように、基礎梁１４をプレキャストコンクリート製の梁部材１８により構成した例を示したが、基礎梁１４は、現場打ちコンクリートによって形成してもよいし、プレキャストコンクリート部材としてもよい。基礎梁１４をプレキャストコンクリート部材とすれば、基礎梁１４の施工における現場での作業手間を低減し、基礎梁１４に埋設される鉄筋の位置やコンクリートかぶり厚さ等の施工品質を容易に確保することができる。また、本実施形態のように、複数のプレキャストコンクリート製の梁部材１８によって基礎梁１４を構成すれば、トラックによる運搬効率を向上させたり、揚重機の小型化を図ることができ、施工コストの低減が期待できる。 Further, in the present embodiment, as shown in FIG. 1, an example in which the foundation beam 14 is composed of a beam member 18 made of precast concrete is shown, but the foundation beam 14 may be formed of cast-in-place concrete. It may be a precast concrete member. If the foundation beam 14 is used as a precast concrete member, the labor required for the construction of the foundation beam 14 at the site can be reduced, and the construction quality such as the position of the reinforcing bar buried in the foundation beam 14 and the concrete cover thickness can be easily ensured. be able to. Further, if the foundation beam 14 is composed of a plurality of precast concrete beam members 18 as in the present embodiment, the transportation efficiency by the truck can be improved and the lifting machine can be downsized, so that the construction cost can be reduced. A reduction can be expected.

さらに、本実施形態では、図１に示すように、あき重ね継手により梁主筋２０から基礎主筋１６へ応力を伝達する例を示したが、梁主筋２０と基礎主筋１６とであき重ね継手を構成することができれば、梁主筋２０及び基礎主筋１６の端部に取り付ける機械式定着具はどのようなものであってもよい。例えば、フック付き定着具であってもよい。また、梁主筋２０及び基礎主筋１６の端部に機械式定着具を取り付けないで直線定着としてもよい。 Further, in the present embodiment, as shown in FIG. 1, an example in which stress is transmitted from the beam main bar 20 to the foundation main bar 16 by the open lap joint is shown, but the beam main bar 20 and the foundation main bar 16 form a open lap joint. If possible, any mechanical fixing tool may be attached to the ends of the beam main bar 20 and the foundation main bar 16. For example, it may be a fixing tool with a hook. Further, the linear fixing may be performed without attaching the mechanical fixing tool to the ends of the beam main bar 20 and the foundation main bar 16.

また、本実施形態では、図１に示すように、フーチング１２に梁主筋２０の突出部２４を埋設した例を示したが、図１０の平面断面図に示すように、梁主筋２０の突出部２４の柱２２の近傍に位置する端部付近に、梁主筋２０の軸方向と直交するようにして直交筋５０を配置するようにしてもよい。直交筋５０の端部には、機械式定着具２８が取り付けられている。 Further, in the present embodiment, as shown in FIG. 1, an example in which the protruding portion 24 of the beam main bar 20 is embedded in the footing 12 is shown, but as shown in the plan sectional view of FIG. 10, the protruding portion of the beam main bar 20 is shown. Orthogonal bars 50 may be arranged so as to be orthogonal to the axial direction of the beam main bar 20 near the end located near the column 22 of 24. A mechanical fixing tool 28 is attached to the end of the orthogonal bar 50.

このようにすれば、梁主筋２０から基礎主筋１６への応力伝達効率をより向上させることができる。また、直交筋５０が抵抗部材（所謂、ダボ鉄筋）となってフーチング１２のコンクリート強度をより高めることができる。 In this way, the stress transfer efficiency from the beam main bar 20 to the foundation main bar 16 can be further improved. Further, the orthogonal bar 50 becomes a resistance member (so-called dowel reinforcing bar), and the concrete strength of the footing 12 can be further increased.

さらに、本実施形態では、図１に示すように、フーチング１２が平面視にて略正方形状に形成されている例を示したが、フーチング１２は、どのような平面形状のものであってもよい。例えば、図１１の平面断面図に示すように、フーチング１２を平面視にて略長方形に形成してもよい。このような場合、梁主筋２０とあき重ね継手を構成することができれば、梁主筋２０の両側に配置される基礎主筋１６の数は異なっていてもよい。図１１には、梁主筋２０の一方の側に配置される基礎主筋１６を１本とし、他方の側に配置される基礎主筋１６を３本とした例が示されている。 Further, in the present embodiment, as shown in FIG. 1, an example in which the footing 12 is formed in a substantially square shape in a plan view is shown, but the footing 12 has any plan shape. Good. For example, as shown in the plan sectional view of FIG. 11, the footing 12 may be formed in a substantially rectangular shape in a plan view. In such a case, the number of foundation main bars 16 arranged on both sides of the beam main bar 20 may be different as long as the beam main bar 20 and the open lap joint can be formed. FIG. 11 shows an example in which one foundation main bar 16 is arranged on one side of the beam main bar 20 and three foundation main bars 16 are arranged on the other side.

また、本実施形態では、図２及び図３に示すように、梁主筋２０及び基礎主筋１６を、フーチング１２の上下部にそれぞれ上下二段に配置した例を示したが、梁主筋２０及び基礎主筋１６は、フーチング１２の上下部にそれぞれ上下三段以上配置するようにしてもよいし、フーチング１２の上下部にそれぞれ上下一段だけ配置するようにしてもよい。 Further, in the present embodiment, as shown in FIGS. 2 and 3, an example is shown in which the beam main bar 20 and the foundation main bar 16 are arranged in two upper and lower stages in the upper and lower parts of the footing 12, respectively, but the beam main bar 20 and the foundation are shown. The main bars 16 may be arranged in three or more upper and lower stages in the upper and lower parts of the footing 12, or may be arranged in only one upper and lower stages in the upper and lower parts of the footing 12.

さらに、本実施形態では、図３に示すように、フーチング１２の上下部のそれぞれにおいて、上段に配置された基礎主筋１６及び梁主筋２０と、下段に配置された基礎主筋１６及び梁主筋２０との間に第２せん断補強筋３２を配置した例を示したが、図１２の断面図に示すように、フーチング１２の上部の下段に配置された基礎主筋１６及び梁主筋２０と、フーチング１２の下部の上段に配置された基礎主筋１６及び梁主筋２０とを取り囲むように環状の第２せん断補強筋５２を配置してもよい。 Further, in the present embodiment, as shown in FIG. 3, in each of the upper and lower parts of the footing 12, the foundation main bar 16 and the beam main bar 20 arranged in the upper stage, and the foundation main bar 16 and the beam main bar 20 arranged in the lower stage, respectively. An example in which the second shear reinforcing bar 32 is arranged between the two is shown, but as shown in the cross-sectional view of FIG. 12, the foundation main bar 16 and the beam main bar 20 arranged in the lower part of the upper part of the footing 12 and the footing 12 An annular second shear reinforcing bar 52 may be arranged so as to surround the foundation main bar 16 and the beam main bar 20 arranged in the upper part of the lower part.

また、本実施形態では、図３に示すように、第１せん断補強筋３０を環状の部材とした例を示したが、図１３の斜視図に示す第１せん断補強筋５４のようにしてもよい。第１せん断補強筋５４は、コの字状の上鉄筋部５６と、上鉄筋部５６の下端部同士をつなぐようにして設けられたコの字状の下鉄筋部５８と、上鉄筋部５６の下端部に設けられこの下端部から基礎梁１４の梁長方向６２へ延びる脚部６０とを有して構成されている。 Further, in the present embodiment, as shown in FIG. 3, an example in which the first shear reinforcing bar 30 is used as an annular member is shown, but the first shear reinforcing bar 54 shown in the perspective view of FIG. 13 may also be used. Good. The first shear reinforcing bar 54 includes a U-shaped upper reinforcing bar portion 56, a U-shaped lower reinforcing bar portion 58 provided so as to connect the lower ends of the upper reinforcing bar portion 56, and an upper reinforcing bar portion 56. It is configured to have a leg portion 60 provided at the lower end portion of the above and extending from the lower end portion of the foundation beam 14 in the beam length direction 62.

このようにすれば、第１せん断補強筋５４をベースにしてフーチング１２内の他の鉄筋を配筋することができるので、フーチング１２内の配筋手間をより低減することができる。 In this way, other reinforcing bars in the footing 12 can be arranged based on the first shear reinforcing bar 54, so that the labor for arranging the reinforcing bars in the footing 12 can be further reduced.

以上、本発明の実施形態について説明したが、本発明はこうした実施形態に何等限定されるものでなく、本発明の要旨を逸脱しない範囲において、種々なる態様で実施し得ることは勿論である。 Although the embodiments of the present invention have been described above, the present invention is not limited to these embodiments, and it goes without saying that the present invention can be implemented in various modes without departing from the gist of the present invention.

１０ 基礎梁接合構造
１２ フーチング
１４ 基礎梁
１６ 基礎主筋
２０ 梁主筋
２２ 柱
３０、５４ 第１せん断補強筋
３２、５２ 第２せん断補強筋 10 Foundation beam joint structure 12 Footing 14 Foundation beam 16 Foundation main bar 20 Beam main bar 22 Column 30, 54 First shear reinforcement 32, 52 Second shear reinforcement

Claims (5)

柱を支持するコンクリート製のフーチングと、前記フーチングの側面に接合されるコンクリート製の基礎梁と、を有する基礎梁接合構造において、
前記柱の両側にそれぞれ配置され、前記フーチングに埋設された一対の直線状の基礎主筋と、
前記基礎梁から突出して設けられ、前記基礎主筋同士の間に配置されるとともに前記フーチング内であき重ね継手により前記基礎主筋へ応力が伝達される梁主筋と、
前記フーチング内に埋設され、前記基礎主筋と前記梁主筋とを取り囲む第１せん断補強筋と、
を有する基礎梁接合構造。 In a foundation beam joint structure having a concrete footing that supports columns and a concrete foundation beam that is joined to the side surface of the footing.
Are disposed on both sides of the pillars, and a pair of linear basic main reinforcement embedded prior Symbol footing,
A beam main bar that is provided so as to project from the foundation beam, is arranged between the foundation main bars, and stress is transmitted to the foundation main bar by a lap joint in the footing .
A first shear reinforcing bar embedded in the footing and surrounding the foundation main bar and the beam main bar,
Foundation beam joint structure with. 前記基礎主筋及び前記梁主筋は、前記フーチングの上下部にそれぞれ上下二段に配置され、上段に配置された前記基礎主筋及び前記梁主筋と、下段に配置された前記基礎主筋及び前記梁主筋との間に、横方向に沿って直線状に第２せん断補強筋が配置されている請求項１に記載の基礎梁接合構造。 The foundation main bar and the beam main bar are arranged in two upper and lower stages in the upper and lower parts of the footing, respectively, and the foundation main bar and the beam main bar arranged in the upper stage, and the foundation main bar and the beam main bar arranged in the lower stage. The foundation beam joining structure according to claim 1 , wherein the second shear reinforcing bar is arranged linearly along the horizontal direction between the two. 前記第１せん断補強筋の下端部には、該下端部から前記基礎梁の梁長方向へ延びる脚部が設けられ、
前記脚部は、前記第１せん断補強筋の下端部の梁幅方向の両端部にそれぞれに設けられると共に互いに反対側に延びている、
請求項１又は２に記載の基礎梁接合構造。 A leg portion extending from the lower end portion in the beam length direction of the foundation beam is provided at the lower end portion of the first shear reinforcing bar .
The legs are provided at both ends of the lower end of the first shear reinforcing bar in the beam width direction and extend to opposite sides.
The foundation beam joining structure according to claim 1 or 2. 前記基礎主筋の両端部には、基礎主筋用機械式定着具が設けられ、 Mechanical fixing tools for the foundation main bar are provided at both ends of the foundation main bar.
前記梁主筋の前記柱側の端部には、梁主筋用機械式定着具が設けられている、 A mechanical fixing tool for the beam main bar is provided at the end of the beam main bar on the column side.
を備えた請求項１〜請求項３のいずれか１項に記載の基礎梁接合構造。 The foundation beam joining structure according to any one of claims 1 to 3. 平面視において、前記梁主筋の軸方向と直交するように、前記柱の両側にそれぞれ一対の直線状の直交筋が配置され、 In a plan view, a pair of linear orthogonal bars are arranged on both sides of the column so as to be orthogonal to the axial direction of the beam main bar.
前記直交筋の両端部には、直交筋用機械式定着具が設けられている、 Mechanical anchors for orthogonal muscles are provided at both ends of the orthogonal muscles.
請求項１〜請求項４のいずれか１項に記載の基礎梁接合構造。 The foundation beam joining structure according to any one of claims 1 to 4.
JP2016091424A 2016-04-28 2016-04-28 Foundation beam joint structure Active JP6775320B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2016091424A JP6775320B2 (en) 2016-04-28 2016-04-28 Foundation beam joint structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2016091424A JP6775320B2 (en) 2016-04-28 2016-04-28 Foundation beam joint structure

Publications (2)

Publication Number Publication Date
JP2017198027A JP2017198027A (en) 2017-11-02
JP6775320B2 true JP6775320B2 (en) 2020-10-28

Family

ID=60238909

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2016091424A Active JP6775320B2 (en) 2016-04-28 2016-04-28 Foundation beam joint structure

Country Status (1)

Country Link
JP (1) JP6775320B2 (en)

Family Cites Families (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS6335932A (en) * 1986-07-28 1988-02-16 株式会社竹中工務店 Shearing reinforcing method reinforced concrete structural member
JPH0765318B2 (en) * 1992-07-16 1995-07-19 オリエンタル建設株式会社 Foundation for precast concrete column erecting
JPH0633468A (en) * 1992-07-16 1994-02-08 Oriental Kensetsu Kk Foundation for erecting precast concrete column
JP2822845B2 (en) * 1993-06-17 1998-11-11 日本鋼管株式会社 Structure of box-type embedded column base
JPH10152942A (en) * 1996-11-22 1998-06-09 Kawatetsu Techno Wire Kk Reinforcement for shearing
JP3033898B1 (en) * 1998-12-25 2000-04-17 鹿島建設株式会社 Reinforced structures
JP6645894B2 (en) * 2016-03-31 2020-02-14 三井住友建設株式会社 Construction method of beam-column joint structure

Also Published As

Publication number Publication date
JP2017198027A (en) 2017-11-02

Similar Documents

Publication Publication Date Title
JP6424075B2 (en) REINFORCED CONCRETE COLUMN STEEL BEAM JOINTING MEMBER, ITS MANUFACTURING METHOD, AND BUILDING CONSTRUCTION METHOD
JP6638905B2 (en) Beam-column connection structure and beam-column connection method
JP5640768B2 (en) Pile construction method, pile construction method, and member for positioning and fixing reinforcing bars
JP5602455B2 (en) Beam members and building structures
JP6636345B2 (en) RC building and construction method of RC building
JP5429812B2 (en) Joining structure and method of shaft member and RC member
JP5607384B2 (en) Construction method for beam-column joints
JP6428027B2 (en) Column rebar connection panel and rebar structure
JP6432779B2 (en) Joint structure of reinforced concrete column and steel beam
JP6388840B2 (en) Column beam connection structure and its construction method
JP2009144399A (en) Connection method for prestressed concrete member and reinforced concrete building
JP7028728B2 (en) Joint structure of foundation pile and foundation slab
JP6775320B2 (en) Foundation beam joint structure
JP6340467B1 (en) Ramen structure using sleeve wall and joining method thereof
JP6353647B2 (en) Seismic isolation device joint structure
JP2017082548A (en) Concrete foundation joint member and pile structure
JP2009108500A (en) Precast beam construction method, precast beam, precast beam joint structure, and building
JP6638906B2 (en) Beam-column connection structure and beam-column connection method
JP6052460B2 (en) Seismic reinforcement structure and construction method
JP2007154565A (en) Joint structure and construction method of column and beam-less slab
JP6577786B2 (en) Anchoring structure of pile head joint in pile head base isolation structure
JP6611303B2 (en) Foundation structure
JP2006169837A (en) Column-beam joint structure of reinforced concrete construction
JP7486992B2 (en) Pillar structure
JP7137978B2 (en) Plate-shaped member for pillar

Legal Events

Date Code Title Description
A621 Written request for application examination

Free format text: JAPANESE INTERMEDIATE CODE: A621

Effective date: 20190325

A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20200210

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20200317

A521 Written amendment

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20200507

TRDD Decision of grant or rejection written
A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20200929

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20201006

R150 Certificate of patent or registration of utility model

Ref document number: 6775320

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150