JP2011226071A - Reinforcement structure of structural member and reinforcement method thereof - Google Patents

Reinforcement structure of structural member and reinforcement method thereof Download PDF

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JP2011226071A
JP2011226071A JP2010094026A JP2010094026A JP2011226071A JP 2011226071 A JP2011226071 A JP 2011226071A JP 2010094026 A JP2010094026 A JP 2010094026A JP 2010094026 A JP2010094026 A JP 2010094026A JP 2011226071 A JP2011226071 A JP 2011226071A
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structural member
tension
steel
reinforcing
column
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Ai Yamada
藍 山田
Fumio Watanabe
史夫 渡邉
Shinya Igarashi
信哉 五十嵐
Yasuhiro Kasuga
康博 春日
Yoshihiro Ota
義弘 太田
Mitsuru Takeuchi
満 竹内
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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 improve bending yield strength of a structural member at its joint portion.SOLUTION: Tension members 14A, 14B to which tensile force is applied are provided helically to reinforcing members 12A to 12D which surround an outer surface of a structural member 20 so as to contact with the outer surface thereof. The tensile force applied to the tension members 14A, 14B is transmitted to a support portion 106 through transmitting portions 16A, 16B, whereby the reinforcing members 12A, 12B are fixed to the support portion 106. As a result, the bending yield strength of a support joint part 38 of the structural member 20 is improved by compression stress produced at the support joint part 38.

Description

本発明は、既設の構造部材を補強する構造部材の補強構造、及び構造部材の補強方法に関する。   The present invention relates to a reinforcing structure for a structural member that reinforces an existing structural member, and a reinforcing method for the structural member.

耐震性の向上等を目的として、柱や梁などの構造部材を補強するさまざまな技術が提案されている。例えば、図１５の正面図、及び図１６の平面図に示すように、特許文献１の既設柱の補強構造では、基礎部５０４上に設置された既設柱５００の各周面５０６に、コンクリートブロック５０２が接着されている。コンクリートブロック５０２は、コンクリートブロック５０２が既設柱５００に接着された状態で、正方形断面を有する既設柱５００の軸心を中心とした略円形断面を構成するように円弧状に形成されている。そして、コンクリートブロック５０２の外周に形成された螺旋溝５０８に鋼線５１０をスパイラル状に巻き付けて、既設柱５００とコンクリートブロック５０２とを一体化することにより、地震荷重に対する既設柱５００のせん断耐力を増大させている。   Various techniques for reinforcing structural members such as columns and beams have been proposed for the purpose of improving earthquake resistance. For example, as shown in the front view of FIG. 15 and the plan view of FIG. 16, in the reinforcement structure of the existing pillars of Patent Document 1, concrete blocks are provided on each peripheral surface 506 of the existing pillars 500 installed on the foundation portion 504. 502 is adhered. The concrete block 502 is formed in an arc shape so as to form a substantially circular cross section around the axis of the existing pillar 500 having a square cross section in a state where the concrete block 502 is bonded to the existing pillar 500. Then, the steel wire 510 is spirally wound around the spiral groove 508 formed on the outer periphery of the concrete block 502, and the existing column 500 and the concrete block 502 are integrated, so that the shear strength of the existing column 500 against the earthquake load is increased. It is increasing.

しかし、特許文献１の既設柱の補強構造は、既設柱５００とコンクリートブロック５０２とを一体化し構造断面を大きくすることによって既設柱５００を補強するものなので、基礎部５０４と既設柱５００との接合部の曲げ耐力を向上させることはできない。   However, since the existing column reinforcement structure disclosed in Patent Document 1 reinforces the existing column 500 by integrating the existing column 500 and the concrete block 502 and enlarging the cross section of the structure, the joining of the foundation 504 and the existing column 500 is performed. The bending strength of the part cannot be improved.

特開２００３−３２８５６７号公報JP 2003-328567 A

本発明は係る事実を考慮し、構造部材の接合部の曲げ耐力を向上することができる構造部材の補強構造、及び構造部材の補強方法を提供することを課題とする。   This invention considers the fact which concerns, and makes it a subject to provide the reinforcement structure of the structural member which can improve the bending strength of the junction part of a structural member, and the reinforcement method of a structural member.

請求項１に記載の発明は、支持部に支持された既設の構造部材を補強する構造部材の補強構造において、前記構造部材の外面を取り囲んで接する補強部材と、前記補強部材に螺旋状に設けられ緊張力が付与された緊張部材と、前記緊張部材に付与された緊張力を前記支持部へ伝達し前記支持部に前記補強部材を固定する伝達部と、を有する。   According to the first aspect of the present invention, there is provided a reinforcing structure for a structural member that reinforces an existing structural member supported by a support portion, and a reinforcing member that surrounds and contacts an outer surface of the structural member, and the reinforcing member is provided in a spiral shape. A tension member to which a tension force is applied, and a transmission portion that transmits the tension force applied to the tension member to the support portion and fixes the reinforcement member to the support portion.

請求項１に記載の発明では、補強部材、緊張部材及び伝達部を有する構造部材の補強構造によって、支持部に支持された既設の構造部材を補強する。補強部材は、構造部材の外面に接するようにして構造部材の外面を取り囲んでいる。緊張部材は、緊張力が付与された状態で補強部材に螺旋状に設けられている。そして、緊張部材に付与された緊張力が、伝達部により支持部へ伝達されて、支持部に補強部材が固定される。   In the first aspect of the present invention, the existing structural member supported by the support portion is reinforced by the reinforcing structure of the structural member having the reinforcing member, the tension member, and the transmission portion. The reinforcing member surrounds the outer surface of the structural member so as to be in contact with the outer surface of the structural member. The tension member is spirally provided on the reinforcing member in a state where tension is applied. And the tension | tensile_strength provided to the tension member is transmitted to a support part by a transmission part, and a reinforcement member is fixed to a support part.

よって、緊張部材に付与された緊張力が支持部へ伝達されることにより、支持部と構造部材との接合部（以下、「支持接合部」とする）に圧縮応力が発生する。
また、緊張力が付与された緊張部材により補強部材が構造部材に圧着されるので、緊張部材に付与された緊張力を、補強部材及び構造部材を介して支持部へ効果的に伝達することができる。 Therefore, when the tension force applied to the tension member is transmitted to the support portion, a compressive stress is generated at the joint portion between the support portion and the structural member (hereinafter referred to as “support joint portion”).
Further, since the reinforcing member is crimped to the structural member by the tension member to which the tension force is applied, the tension force applied to the tension member can be effectively transmitted to the support portion via the reinforcement member and the structural member. it can.

これらにより、支持接合部に発生する圧縮応力により、外力として支持接合部に作用する曲げモーメントに起因して生じる曲げ引張応力を低減することができる。すなわち、支持接合部の曲げ耐力を向上することができる。   As a result, it is possible to reduce the bending tensile stress caused by the bending moment acting on the support joint as an external force due to the compressive stress generated in the support joint. That is, the bending strength of the support joint can be improved.

また、緊張力が付与された緊張部材により補強部材が構造部材に圧着され、構造部材と補強部材とが一体化されるので、構造部材のせん断耐力を向上させることができる。   In addition, since the reinforcing member is pressure-bonded to the structural member by the tension member to which the tension force is applied and the structural member and the reinforcing member are integrated, the shear strength of the structural member can be improved.

請求項２に記載の発明は、前記補強部材の外面に、前記緊張部材が配置される溝が形成されている。   According to a second aspect of the present invention, a groove in which the tension member is disposed is formed on the outer surface of the reinforcing member.

請求項２に記載の発明では、補強部材の外面に、緊張部材が配置される溝が形成されているので、補強部材の外面の適正な位置に緊張部材を配置することができる。また、補強部材の外面に配置した緊張部材がずれるのを防ぐことができる。   In the invention according to claim 2, since the groove in which the tension member is disposed is formed on the outer surface of the reinforcement member, the tension member can be disposed at an appropriate position on the outer surface of the reinforcement member. Moreover, it can prevent that the tension | tensile_strength member arrange | positioned on the outer surface of a reinforcement member slip | deviates.

請求項３に記載の発明は、前記構造部材の材軸に対して右巻きの前記緊張部材と、前記構造部材の材軸に対して左巻きの前記緊張部材とが設けられている。   According to a third aspect of the present invention, the tension member that is wound clockwise with respect to the material axis of the structural member and the tension member that is wound counterclockwise with respect to the material axis of the structural member are provided.

請求項３に記載の発明では、構造部材の材軸に対して右巻きの緊張部材と、構造部材の材軸に対して左巻きの緊張部材とが、構造部材の材軸に対してそれぞれ逆方向に構造部材を捻ろうとするので、右巻き及び左巻きの緊張部材の一方に緊張力を付与した際に生じる構造部材の捩れを低減又は無くすことができる。   In the invention according to claim 3, the right-handed tension member with respect to the material axis of the structural member and the left-handed tension member with respect to the material axis of the structural member are respectively opposite to the material axis of the structural member. Therefore, it is possible to reduce or eliminate the torsion of the structural member that occurs when a tension force is applied to one of the right-handed and left-handed tension members.

請求項４に記載の発明は、前記構造部材は、柱又は梁である。   According to a fourth aspect of the present invention, the structural member is a column or a beam.

請求項４に記載の発明では、柱又は梁とした構造部材に対して、請求項１と同様の効果を得ることができる。   In the invention according to the fourth aspect, the same effect as that of the first aspect can be obtained with respect to the structural member as a column or a beam.

請求項５に記載の発明は、支持部に支持された既設の構造部材を補強する構造部材の補強方法において、前記構造部材の外面に接するようにして前記構造部材の外面を補強部材により取り囲む補強部材配置工程と、前記補強部材に緊張部材を螺旋状に設ける緊張部材配置工程と、前記緊張部材に緊張力を付与し該緊張力を前記支持部へ伝達することによって前記支持部に前記補強部材を固定する補強部材固定工程と、を有する。   According to a fifth aspect of the present invention, in the method of reinforcing a structural member that reinforces an existing structural member supported by a support portion, the reinforcement that surrounds the outer surface of the structural member with the reinforcing member so as to be in contact with the outer surface of the structural member A member disposing step, a tension member disposing step in which a tension member is provided in a spiral shape on the reinforcing member, and applying a tension force to the tension member and transmitting the tension force to the support portion, thereby the reinforcing member on the support portion. And a reinforcing member fixing step for fixing.

請求項５に記載の発明では、補強部材配置工程、緊張部材配置工程及び補強部材固定工程を有する構造部材の補強方法によって、支持部に支持された既設の構造部材を補強する。   According to the fifth aspect of the present invention, the existing structural member supported by the support portion is reinforced by the structural member reinforcing method including the reinforcing member arranging step, the tension member arranging step, and the reinforcing member fixing step.

補強部材配置工程では、構造部材の外面に補強部材が接するようにして、この補強部材により構造部材の外面を取り囲む。緊張部材配置工程では、補強部材に緊張部材を螺旋状に設ける。補強部材固定工程では、緊張部材に緊張力を付与しこの緊張力を支持部へ伝達する。これによって、支持部に補強部材を固定する。   In the reinforcing member arranging step, the reinforcing member is in contact with the outer surface of the structural member, and the outer surface of the structural member is surrounded by the reinforcing member. In the tension member arranging step, the tension member is spirally provided on the reinforcing member. In the reinforcing member fixing step, a tension force is applied to the tension member and the tension force is transmitted to the support portion. Thereby, the reinforcing member is fixed to the support portion.

よって、支持部に支持された既設の構造部材を補強する構造部材の補強方法において、請求項１と同様の効果を得ることができる。   Therefore, in the structural member reinforcement method for reinforcing an existing structural member supported by the support portion, the same effect as in the first aspect can be obtained.

本発明は上記構成としたので、構造部材の接合部の曲げ耐力を向上することができる。   Since this invention set it as the said structure, the bending strength of the junction part of a structural member can be improved.

本発明の第１の実施形態に係る構造部材の補強構造を示す斜視図である。It is a perspective view which shows the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 図１のＡ−Ａ断面図である。It is AA sectional drawing of FIG. 本発明の第１の実施形態に係る構造部材の補強方法を示す説明図である。It is explanatory drawing which shows the reinforcement method of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る補強部材に形成された溝を示す説明図である。It is explanatory drawing which shows the groove | channel formed in the reinforcement member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る緊張部材の定着方法を示す拡大図である。It is an enlarged view which shows the fixing method of the tension member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る構造部材の補強構造の作用を示す説明図である。It is explanatory drawing which shows the effect | action of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第２の実施形態に係る構造部材の補強構造を示す正面図である。It is a front view which shows the reinforcement structure of the structural member which concerns on the 2nd Embodiment of this invention. 図７のＢ−Ｂ断面図である。It is BB sectional drawing of FIG. 図８のＣ−Ｃ断面図である。It is CC sectional drawing of FIG. 本発明の第１の実施形態に係る構造部材の補強構造の変形例を示す正面図である。It is a front view which shows the modification of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る構造部材の補強構造の変形例を示す正面図である。It is a front view which shows the modification of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る構造部材の補強構造の変形例を示す斜視図である。It is a perspective view which shows the modification of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る構造部材の補強構造の変形例を示す断面図である。It is sectional drawing which shows the modification of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 本発明の第１の実施形態に係る構造部材の補強構造の変形例を示す斜視図である。It is a perspective view which shows the modification of the reinforcement structure of the structural member which concerns on the 1st Embodiment of this invention. 従来の既設柱の補強構造を示す説明図である。It is explanatory drawing which shows the reinforcement structure of the conventional existing pillar. 従来の既設柱の補強構造を示す説明図である。It is explanatory drawing which shows the reinforcement structure of the conventional existing pillar.

図を参照しながら、本発明の実施形態を説明する。なお、本発明の実施形態では、鉄筋コンクリートによって形成された既設の構造部材を補強する例を示すが、本発明の実施形態は、コンクリート製、鋼製、木製等のさまざまな構造部材の補強に適用することができる。   Embodiments of the present invention will be described with reference to the drawings. In the embodiment of the present invention, an example of reinforcing an existing structural member formed of reinforced concrete is shown. However, the embodiment of the present invention is applied to the reinforcement of various structural members such as concrete, steel, and wood. can do.

まず、本発明の第１の実施形態について説明する。   First, a first embodiment of the present invention will be described.

図１の斜視図、図１のＡ−Ａ断面図である図２、及び図３（ｃ）の正面図に示すように、第１の実施形態の構造部材の補強構造１０は、補強部材としてのパネル体１２Ａ〜１２Ｄ、緊張部材としてのＰＣ鋼より線１４Ａ、１４Ｂ、及び伝達部としての定着部１６Ａ、１６Ｂを有し、床スラブ１８の支持部１０６に支持された既設の構造部材としての円柱状の柱２０を補強する。柱２０は、鉄筋コンクリートによって形成されている。   As shown in the perspective view of FIG. 1, FIG. 2 which is AA sectional drawing of FIG. 1, and the front view of FIG.3 (c), the reinforcement structure 10 of the structural member of 1st Embodiment is used as a reinforcement member. Panel bodies 12A to 12D, PC steel stranded wires 14A and 14B as tension members, and fixing portions 16A and 16B as transmission portions, and as existing structural members supported by the support portion 106 of the floor slab 18 The columnar column 20 is reinforced. The column 20 is formed of reinforced concrete.

パネル体１２Ａ〜１２Ｄは、図２に示すように、円筒状の部材を平面視にて左右に二等分した形状にほぼなっており、鉄筋コンクリートによって形成されている。   As shown in FIG. 2, the panel bodies 12 </ b> A to 12 </ b> D are substantially formed into a shape obtained by dividing a cylindrical member into left and right parts in a plan view, and are formed of reinforced concrete.

パネル体１２Ａ〜１２Ｄは、柱２０の外面に内壁面が接触するようにして柱２０の周囲に配置されている。すなわち、パネル体１２Ａ〜１２Ｄは、柱２０の外面に接するようにして柱２０の外面を取り囲んでいる。なお、図２に示すように、パネル体１２Ａ〜１２Ｄが柱２０の外面を取り囲んだ状態で、パネル体１２Ａ、１２Ｃの側端面２２Ａ、２２Ｃと、パネル体１２Ｂ、１２Ｄの側端面２２Ｂ、２２Ｄとの間には隙間が形成されている。   Panel bodies 12 </ b> A to 12 </ b> D are arranged around column 20 so that the inner wall surface contacts the outer surface of column 20. That is, the panel bodies 12 </ b> A to 12 </ b> D surround the outer surface of the column 20 so as to be in contact with the outer surface of the column 20. 2, with the panel bodies 12A to 12D surrounding the outer surface of the column 20, the side end faces 22A and 22C of the panel bodies 12A and 12C and the side end faces 22B and 22D of the panel bodies 12B and 12D A gap is formed between them.

図１に示すように、パネル体１２Ａ〜１２Ｄの外面には、パネル体１２Ａ〜１２Ｄが柱２０の外面を取り囲んだ状態で螺旋状の溝２４Ａ、２４Ｂを形成する溝２６がそれぞれ形成されている。   As shown in FIG. 1, grooves 26 are formed on the outer surfaces of the panel bodies 12 </ b> A to 12 </ b> D to form spiral grooves 24 </ b> A and 24 </ b> B in a state where the panel bodies 12 </ b> A to 12 </ b> D surround the outer surface of the column 20. .

溝２４Ａには、ＰＣ鋼より線１４Ａが配置され、溝２４Ｂには、ＰＣ鋼より線１４Ｂが配置されている。このようにして、ＰＣ鋼より線１４Ａ、１４Ｂは、緊張力が付与された状態でパネル体１２Ａ〜１２Ｄに螺旋状に設けられている。   PC groove 14A is arranged in the groove 24A, and PC steel line 14B is arranged in the groove 24B. In this way, the PC steel strands 14A and 14B are spirally provided on the panel bodies 12A to 12D in a state where tension is applied.

ＰＣ鋼より線１４Ａは、柱２０の材軸に対して上方へ向かって右巻き（時計回り）に設けられ、ＰＣ鋼より線１４Ｂは、柱２０の材軸に対して上方へ向かって左巻き（反時計回り）に設けられている。   The PC steel stranded wire 14 </ b> A is provided in a clockwise direction (clockwise) upward with respect to the material axis of the column 20, and the PC steel stranded wire 14 </ b> B is provided in a left-handed direction with respect to the material axis of the column 20 ( (Counterclockwise).

図４（ａ）の斜視図に示すように、溝２４Ａの深さは、溝２４Ｂの深さとＰＣ鋼より線１４Ａの直径とを足し合わせた長さよりも深くなっている。すなわち、図２に示すように、平面視にてＰＣ鋼より線１４Ａの外側にＰＣ鋼より線１４Ｂが配置されているので、図４（ｂ）の斜視図、及び図４（ｃ）の断面図に示すように、ＰＣ鋼より線１４ＡとＰＣ鋼より線１４Ｂとが交差する所において、ＰＣ鋼より線１４ＡとＰＣ鋼より線１４Ｂとの干渉を防ぐことができる。説明の都合上、図４（ａ）、（ｂ）では、パネル体１２Ａ〜１２Ｄの側端面２２Ａ〜２２Ｄが省略されている。   As shown in the perspective view of FIG. 4A, the depth of the groove 24A is deeper than the sum of the depth of the groove 24B and the diameter of the wire 14A of the PC steel. That is, as shown in FIG. 2, the PC steel strand 14B is disposed outside the PC steel strand 14A in a plan view, so that the perspective view of FIG. 4B and the cross section of FIG. As shown in the drawing, interference between the PC steel strand 14A and the PC steel strand 14B can be prevented where the PC steel strand 14A and the PC steel strand 14B intersect. For convenience of explanation, the side end faces 22A to 22D of the panel bodies 12A to 12D are omitted in FIGS. 4 (a) and 4 (b).

なお、溝２４Ｂの深さは、図４（ｃ）に示すように、パネル体１２Ａ〜１２Ｄの外面からＰＣ鋼より線１４Ｂが突出しないようにしてもよいし、パネル体１２Ａ〜１２Ｄの外面からＰＣ鋼より線１４Ｂが突出するようにしてもよい。   As shown in FIG. 4C, the depth of the groove 24B may be such that the wire 14B does not protrude from the outer surface of the panel bodies 12A to 12D, or from the outer surface of the panel bodies 12A to 12D. The wire 14B may protrude from the PC steel.

図３（ｃ）に示すように、ＰＣ鋼より線１４Ａ、１４Ｂは、緊張力が付与された状態で、下端部が床スラブ１８の下部に設けられた定着部１６Ａ、１６Ｂで床スラブ１８に定着され、上端部がパネル体１２Ｃ、１２Ｄの上部に設けられた定着部２８Ａ、２８Ｂでパネル体１２Ｃ、１２Ｄに定着されている。   As shown in FIG. 3 (c), the PC steel strands 14A and 14B are applied to the floor slab 18 with fixing portions 16A and 16B provided at the lower ends of the floor slab 18 with tension applied. Fixing is performed, and the upper end portions are fixed to the panel bodies 12C and 12D by fixing sections 28A and 28B provided on the upper portions of the panel bodies 12C and 12D.

これにより、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力が、定着部１６Ａ、１６Ｂにより床スラブ１８の支持部１０６へ伝達されて、床スラブ１８の支持部１０６にパネル体１２Ａ、１２Ｂが固定され、パネル体１２Ａ、１２Ｂにパネル体１２Ｃ、１２Ｄが固定される。   Thereby, the tension applied to the wires 14A and 14B from the PC steel is transmitted to the support portion 106 of the floor slab 18 by the fixing portions 16A and 16B, and the panel bodies 12A and 12B are transferred to the support portion 106 of the floor slab 18. The panel bodies 12C and 12D are fixed to the panel bodies 12A and 12B.

次に、補強構造１０を用いた構造部材の補強方法について、図３（ａ）〜（ｃ）を用いて説明する。   Next, a method for reinforcing a structural member using the reinforcing structure 10 will be described with reference to FIGS.

構造部材の補強方法では、補強部材配置工程、緊張部材配置工程、緊張工程及び補強部材固定工程を有する構造部材の補強方法によって、床スラブ１８の支持部１０６に支持された既設の柱２０を補強する。   In the structural member reinforcement method, the existing column 20 supported by the support portion 106 of the floor slab 18 is reinforced by the structural member reinforcement method including the reinforcement member placement step, the tension member placement step, the tension step, and the reinforcement member fixing step. To do.

まず、図３（ａ）の正面図に示すように、柱２０の外面にパネル体１２Ａ〜１２Ｄの内壁面が接するようにして、パネル体１２Ａ〜１２Ｄにより柱２０の外面を取り囲む（補強部材配置工程）。この状態で、パネル体１２Ａ、１２Ｂは、床スラブ１８の上面に載置され、パネル体１２Ｃ、１２Ｄは、パネル体１２Ａ、１２Ｂの上面に載置されている。   First, as shown in the front view of FIG. 3A, the outer surfaces of the columns 20 are surrounded by the panel bodies 12A to 12D so that the inner walls of the panels 12A to 12D are in contact with the outer surfaces of the columns 20 (reinforcing member arrangement). Process). In this state, the panel bodies 12A and 12B are placed on the upper surface of the floor slab 18, and the panel bodies 12C and 12D are placed on the upper surfaces of the panel bodies 12A and 12B.

次に、図３（ｂ）の正面図に示すように、パネル体１２Ａ〜１２Ｄに形成された溝２４ＡにＰＣ鋼より線１４Ａを螺旋状に設ける（緊張部材配置工程）。   Next, as shown in the front view of FIG. 3B, a wire 14A is formed in a spiral shape from a PC steel in the groove 24A formed in the panel bodies 12A to 12D (tension member arranging step).

次に、油圧ジャッキ等の緊張装置によってＰＣ鋼より線１４Ａの上下端部を同時に引っ張り、ＰＣ鋼より線１４Ａに緊張力を付与した状態で、ＰＣ鋼より線１４Ａの下端部を定着部１６Ａにおいて床スラブ１８に定着し、ＰＣ鋼より線１４Ａの上端部を定着部２８Ａにおいてパネル体１２Ｃに定着する（緊張工程）。   Next, the upper and lower ends of the PC steel wire 14A are simultaneously pulled by a tensioning device such as a hydraulic jack, and the lower end of the PC steel wire 14A is applied to the fixing portion 16A in a state where tension is applied to the PC steel wire 14A. It fixes to the floor slab 18, and the upper end part of the wire 14A is fixed to the panel body 12C in the fixing part 28A (tensioning process).

定着部１６ＡにおけるＰＣ鋼より線１４Ａの下端部の床スラブ１８への定着は、ＰＣ鋼より線１４Ａの下端部に設けられた雄ネジに、床スラブ１８の下面に形成された切り欠き３０内に配置されたアンカープレート３２を介してナット３４を捩じ込み、締め付けることによって行う。   Fixing of the lower end portion of the PC steel strand 14A to the floor slab 18 in the fixing portion 16A is performed in a notch 30 formed on the lower surface of the floor slab 18 by a male screw provided at the lower end portion of the PC steel strand 14A. The nut 34 is screwed in via the anchor plate 32 arranged in the squeeze and tightened.

定着部２８ＡにおけるＰＣ鋼より線１４Ａの上端部のパネル体１２Ｃへの定着は、図５の拡大図に示すように、ＰＣ鋼より線１４Ａの上端部に設けられた雄ネジに、パネル体１２Ｃの上面に形成された切り欠き３６内に配置されたアンカープレート３２を介してナット３４を捩じ込み、締め付けることによって行う。   As shown in the enlarged view of FIG. 5, the fixing member 28A fixes the upper end portion of the PC steel twisted wire 14A to the panel body 12C on the male screw provided at the upper end portion of the PC steel twisted wire 14A. This is done by screwing and tightening the nut 34 via the anchor plate 32 disposed in the notch 36 formed on the upper surface.

次に、図３（ｃ）に示すように、パネル体１２Ａ〜１２Ｄに形成された溝２４ＢにＰＣ鋼より線１４Ｂを螺旋状に設ける（緊張部材配置工程）。   Next, as shown in FIG. 3C, a PC steel strand 14B is spirally provided in the groove 24B formed in the panel bodies 12A to 12D (tension member arranging step).

次に、油圧ジャッキ等の緊張装置によってＰＣ鋼より線１４Ｂの上下端部を同時に引っ張り、ＰＣ鋼より線１４Ｂに緊張力を付与した状態で、ＰＣ鋼より線１４Ｂの下端部を定着部１６Ｂにおいて床スラブ１８に定着し、ＰＣ鋼より線１４Ｂの上端部を定着部２８Ｂにおいてパネル体１２Ｄに定着する（緊張工程）。   Next, the upper and lower ends of the PC steel wire 14B are simultaneously pulled by a tension device such as a hydraulic jack, and the lower end of the PC steel wire 14B is applied to the fixing portion 16B in a state in which tension is applied to the PC steel wire 14B. It fixes to the floor slab 18, and the upper end part of the wire 14B is fixed to the panel body 12D in the fixing part 28B from the PC steel (tensioning process).

定着部２８Ｂ、１６ＢにおけるＰＣ鋼より線１４Ｂの上下端部の定着方法は、定着部２８Ａ、１６ＡにおけるＰＣ鋼より線１４Ａの上下端部の定着方法と同様にして行なう。   The fixing method of the upper and lower ends of the PC steel strand 14B in the fixing sections 28B and 16B is performed in the same manner as the fixing method of the upper and lower ends of the PC steel strand 14A in the fixing sections 28A and 16A.

そして、ＰＣ鋼より線１４Ａ、１４Ｂに対して行った緊張工程により、ＰＣ鋼より線１４Ａ、１４Ｂに緊張力を付与しこの緊張力を床スラブ１８の支持部１０６へ伝達する。これによって、床スラブ１８の支持部１０６にパネル体１２Ａ、１２Ｂを固定し、パネル体１２Ａ、１２Ｂにパネル体１２Ｃ、１２Ｄを固定する（補強部材固定工程）。   Then, by a tensioning process performed on the wires 14A and 14B from the PC steel, tension is applied to the wires 14A and 14B from the PC steel, and this tension is transmitted to the support portion 106 of the floor slab 18. Accordingly, the panel bodies 12A and 12B are fixed to the support portion 106 of the floor slab 18, and the panel bodies 12C and 12D are fixed to the panel bodies 12A and 12B (reinforcing member fixing step).

次に、本発明の第１の実施形態の作用及び効果について説明する。   Next, the operation and effect of the first embodiment of the present invention will be described.

第１の実施形態の構造部材の補強構造１０、及び構造部材の補強方法では、図６の断面図に示すように、ＰＣ鋼より線１４Ａ、１４Ｂ（不図示）に付与された緊張力が床スラブ１８の支持部１０６へ伝達されることにより、床スラブ１８と柱２０との接合部（以下、「支持接合部３８」とする）に圧縮応力が発生する。   In the structural member reinforcing structure 10 and the structural member reinforcing method of the first embodiment, as shown in the cross-sectional view of FIG. 6, the tension applied to the wires 14 </ b> A and 14 </ b> B (not shown) from the PC steel is applied to the floor. By being transmitted to the support portion 106 of the slab 18, a compressive stress is generated at the joint portion between the floor slab 18 and the column 20 (hereinafter referred to as “support joint portion 38”).

また、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂによりパネル体１２Ａ〜１２Ｄが柱２０に圧着されるので（矢印４０）、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力を、パネル体１２Ａ〜１２Ｄ及び柱２０を介して床スラブ１８の支持部１０６へ効果的に伝達することができる。   Moreover, since panel body 12A-12D is crimped | bonded to the pillar 20 by the wire 14A, 14B from PC steel to which tension | tensile_strength was provided (arrow 40), the tension | tensile_strength provided to wire 14A, 14B from PC steel is made into a panel. It can be effectively transmitted to the support portion 106 of the floor slab 18 through the bodies 12A to 12D and the pillar 20.

これらにより、支持接合部３８に発生する圧縮応力によって、外力として支持接合部３８に作用する曲げモーメントＭに起因して生じる曲げ引張応力Ｐを低減することができる。すなわち、支持接合部３８の曲げ耐力を向上することができる。   As a result, the bending tensile stress P generated due to the bending moment M acting on the support joint 38 as an external force due to the compressive stress generated in the support joint 38 can be reduced. That is, the bending strength of the support joint portion 38 can be improved.

また、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂによりパネル体１２Ａ〜１２Ｄが柱２０に圧着され、柱２０とパネル体１２Ａ〜１２Ｄとが一体化されるので、柱２０のせん断耐力を向上させることができる。   Moreover, since panel body 12A-12D is crimped | bonded to the pillar 20 by wire 14A, 14B from PC steel to which tension | tensile_strength was provided, and the pillar 20 and panel body 12A-12D are integrated, the shear strength of the pillar 20 is made. Can be improved.

また、図１に示すように、ＰＣ鋼より線１４Ａ、１４Ｂは、パネル体１２Ａ〜１２Ｄの外面に形成された溝２４Ａ、２４Ｂ（溝２６）に設けられているので、パネル体１２Ａ〜１２Ｄの外面の適正な位置にＰＣ鋼より線１４Ａ、１４Ｂを配置することができる。また、パネル体１２Ａ〜１２Ｄの外面に設けたＰＣ鋼より線１４Ａ、１４Ｂがずれるのを防ぐことができる。   Moreover, as shown in FIG. 1, since the PC steel strands 14A and 14B are provided in the grooves 24A and 24B (grooves 26) formed on the outer surfaces of the panel bodies 12A to 12D, the panel bodies 12A to 12D PC steel strands 14A and 14B can be arranged at appropriate positions on the outer surface. Moreover, it can prevent that wire 14A, 14B slip | deviates from PC steel provided in the outer surface of panel body 12A-12D.

また、柱２０の材軸に対して上方へ向かって右巻き（時計回り）に設けられたＰＣ鋼より線１４Ａと、柱２０の材軸に対して上方へ向かって左巻き（反時計回り）に設けられたＰＣ鋼より線１４Ｂとが、柱２０の材軸に対してそれぞれ逆方向に柱２０を捻ろうとするので、ＰＣ鋼より線１４Ａ、１４Ｂの一方に緊張力を付与した際に生じる柱２０の捩れを低減又は無くすことができる。   Further, the PC steel stranded wire 14A provided in a clockwise direction (clockwise) upward with respect to the material axis of the column 20 and the left-handed (counterclockwise) upward with respect to the material axis of the column 20 Since the provided PC steel strand 14B tries to twist the column 20 in the opposite direction to the material axis of the column 20, the column generated when tension is applied to one of the wires 14A and 14B from the PC steel. The 20 twists can be reduced or eliminated.

また、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂによりパネル体１２Ａ〜１２Ｄが柱２０に圧着されるので、接着剤等を用いずに柱２０の外面にパネル体１２Ａ〜１２Ｄを固定することができる。この場合、柱２０の外面とパネル体１２Ａ〜１２Ｄの内壁面との間に、グラウト等の充填材を充填したり、又は弾性体を挟み込んだりすれば、柱２０の外面に対するパネル体１２Ａ〜１２Ｄの内壁面の密着度を高めることができる。   Moreover, since panel body 12A-12D is crimped | bonded to the pillar 20 by 14 A and 14B from the PC steel to which tension | tensile_strength was provided, panel body 12A-12D is fixed to the outer surface of the pillar 20 without using an adhesive agent etc. be able to. In this case, if a filler such as grout is filled between the outer surface of the column 20 and the inner wall surfaces of the panel bodies 12A to 12D or an elastic body is sandwiched, the panel bodies 12A to 12D with respect to the outer surface of the column 20 are used. The degree of adhesion of the inner wall surface can be increased.

また、柱２０はコンクリートによって形成されているので、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂにより、柱２０の材軸方向にプレストレスが導入される。これにより、柱２０の材軸方向に作用する引張応力が低減される。よって、柱２０の材軸方向にプレストレスを導入していない構成に比べて、柱２０のひび割れ抵抗及び引張耐力を向上させることができる。   Moreover, since the column 20 is formed of concrete, prestress is introduced in the material axis direction of the column 20 by the PC steel wires 14A and 14B to which tension is applied. Thereby, the tensile stress which acts on the material axis direction of the column 20 is reduced. Therefore, the crack resistance and tensile strength of the column 20 can be improved as compared with the configuration in which the prestress is not introduced in the material axis direction of the column 20.

また、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂにより、柱２０の周方向にプレストレスが導入される。これにより、柱２０が周方向に拘束されコンファインド効果が発揮される。よって、柱２０の周方向にプレストレスを導入していない構成に比べて、柱２０の圧縮耐力を向上させることができる。   Further, prestress is introduced in the circumferential direction of the column 20 by the PC steel wires 14A and 14B to which tension is applied. Thereby, the column 20 is restrained in the circumferential direction and a confining effect is exhibited. Therefore, the compressive yield strength of the column 20 can be improved as compared with a configuration in which prestress is not introduced in the circumferential direction of the column 20.

そして、柱２０に導入される材軸方向のプレストレスによって、柱２０に作用する曲げモーメントに起因して柱２０に生じる曲げ引張応力が低減され、柱２０に導入される周方向のプレストレスによって、柱２０に作用する曲げモーメントに起因して柱２０に生じる曲げ圧縮応力が低減されるので、柱２０の曲げ耐力を向上させることができる。   The bending tensile stress generated in the column 20 due to the bending moment acting on the column 20 is reduced by the prestress in the material axis direction introduced into the column 20, and the circumferential prestress introduced into the column 20 is reduced. Since the bending compressive stress generated in the column 20 due to the bending moment acting on the column 20 is reduced, the bending strength of the column 20 can be improved.

以上、本発明の第１の実施形態について説明した。   The first embodiment of the present invention has been described above.

なお、第１の実施形態では、補強部材を、円筒状の部材を平面視にて左右に二等分した形状にほぼ近いパネル体１２Ａ〜１２Ｄとした例を示したが、補強部材は、柱２０の外面を取り囲んで接することができる部材であればよい。また、３つ以上のパネル体によって柱２０の外面を取り囲むようにしてもよいし、柱２０の周方向にパネル体を点在させてもよい。   In the first embodiment, the example in which the reinforcing member is a panel body 12A to 12D that is almost similar to a shape obtained by dividing a cylindrical member into left and right parts in a plan view is shown. Any member can be used as long as it can surround and touch the outer surface of 20. Further, the outer surface of the pillar 20 may be surrounded by three or more panel bodies, or the panel bodies may be scattered in the circumferential direction of the pillar 20.

多くの数のパネル体によって柱２０の外面を取り囲むようにすれば、パネル体の大きさや重量を小さくすることができる。よって、パネル体の運搬作業や設置作業の煩雑さを軽減することができる。また、構造断面の大きさが異なるさまざまな柱２０の外面を取り囲むことが可能となるので、パネル体の標準化を図ることができる。   If the outer surface of the pillar 20 is surrounded by a large number of panel bodies, the size and weight of the panel body can be reduced. Therefore, it is possible to reduce the complexity of the panel body transportation work and installation work. Moreover, since it becomes possible to surround the outer surface of various pillars 20 having different structural cross-sectional sizes, it is possible to standardize the panel body.

また、第１の実施形態では、補強部材としてのパネル体１２Ａ〜１２Ｄを鉄筋コンクリートによって形成した例を示したが、補強部材は、柱２０と一体となることにより柱２０のせん断耐力を向上させることができる材料によって形成されていればよく、例えば、高強度コンクリート、繊維補強コンクリート、鋼材、樹脂によって形成してもよい。   Moreover, in 1st Embodiment, although the panel body 12A-12D as a reinforcement member showed the example formed with the reinforced concrete, the reinforcement member improves the shear strength of the pillar 20 by uniting with the pillar 20. For example, it may be formed of high-strength concrete, fiber-reinforced concrete, steel, or resin.

また、第１の実施形態では、ＰＣ鋼より線１４Ａ、１４Ｂを、パネル体１２Ａ〜１２Ｄの外面（外側）に設けた例を示したが、パネル体１２Ａ〜１２Ｄの内部にＰＣ鋼より線１４Ａ、１４Ｂを設けてもよい。   Moreover, in 1st Embodiment, although 14A, 14B was provided in the outer surface (outer side) of the panel bodies 12A-12D, PC steel strands 14A and 14B were shown, 14A of PC steel strands are provided inside the panel bodies 12A-12D. , 14B may be provided.

また、第１の実施形態では、２つのＰＣ鋼より線１４Ａ、１４Ｂをパネル体１２Ａ〜１２Ｄの外面に設けた例を示したが、３つ以上のＰＣ鋼より線をパネル体１２Ａ〜１２Ｄに設けてもよい。   In the first embodiment, two PC steel strands 14A and 14B are provided on the outer surfaces of the panel bodies 12A to 12D. However, three or more PC steel strands are provided on the panel bodies 12A to 12D. It may be provided.

また、第１の実施形態では、緊張部材をＰＣ鋼より線１４Ａ、１４Ｂとした例を示したが、緊張部材は、緊張力を確実に付与できる線状の部材であればよい。ＰＣ鋼より線、ＰＣ鋼線等のＰＣ鋼材によって構成するのが好ましい。   Moreover, in 1st Embodiment, although the tension | tensile_strength member showed the wire 14A, 14B from PC steel, the tension member should just be a linear member which can provide tension | tensile_strength reliably. It is preferable to use a PC steel material such as a PC steel strand or a PC steel wire.

また、第１の実施形態では、ＰＣ鋼より線１４Ａ、１４Ｂの上下端部を同時に引っ張り、ＰＣ鋼より線１４Ａ、１４Ｂに緊張力を付与させた例を示したが、ＰＣ鋼より線１４Ａ、１４Ｂの下端部をアンカープレート３２及びナット３４によって床スラブ１８に定着しておき、ＰＣ鋼より線１４Ａ、１４Ｂの上端部を引っ張ってＰＣ鋼より線１４Ａ、１４Ｂに緊張力を付与させてもよいし、ＰＣ鋼より線１４Ａ、１４Ｂの上端部をアンカープレート３２及びナット３４によってパネル体１２Ｃ、１２Ｄに定着しておき、ＰＣ鋼より線１４Ａ、１４Ｂの下端部を引っ張ってＰＣ鋼より線１４Ａ、１４Ｂに緊張力を付与させてもよい。   In the first embodiment, the upper and lower ends of the wires 14A and 14B are simultaneously pulled from the PC steel, and tension is applied to the wires 14A and 14B from the PC steel. The lower end portion of 14B may be fixed to the floor slab 18 by the anchor plate 32 and the nut 34, and the upper end portions of the PC steel wires 14A and 14B may be pulled to apply tension to the PC steel wires 14A and 14B. The upper ends of the PC steel wires 14A, 14B are fixed to the panel bodies 12C, 12D by the anchor plate 32 and the nut 34, and the lower ends of the PC steel wires 14A, 14B are pulled to pull the PC steel wires 14A, You may give tension to 14B.

また、図３（ｃ）に示すように、床スラブ１８内に配置されるＰＣ鋼より線１４Ａ、１４Ｂは、床スラブ１８と柱２０との接合面（以下、「接合面６８」とする）に対して斜めに配置されてもよいし、接合面６８に対して垂直に配置されてもよいし、接合面６８に対する垂線を旋回軸として螺旋状に配置されてもよい。   Further, as shown in FIG. 3 (c), the PC steel stranded wires 14A and 14B arranged in the floor slab 18 are joint surfaces between the floor slab 18 and the columns 20 (hereinafter referred to as “joint surfaces 68”). May be disposed obliquely with respect to the joint surface 68, or may be disposed perpendicularly to the joint surface 68, or may be disposed in a spiral shape with a perpendicular to the joint surface 68 as a pivot axis.

次に、本発明の第２の実施形態について説明する。   Next, a second embodiment of the present invention will be described.

第２の実施形態の説明において、第１の実施形態と同じ構成のものは、同符号を付すると共に、適宜省略して説明する。   In the description of the second embodiment, the same components as those in the first embodiment are denoted by the same reference numerals and are appropriately omitted.

図７の正面図に示すように、第２の実施形態の構造部材の補強構造６６では、パネル体１２Ｃ、１２Ｄの上面に伝達部材としてのブロック体４２Ａ〜４２Ｄが載置されている。ブロック体４２Ａ〜４２Ｄは、図７のＢ−Ｂ断面図である図８に示すように、円筒状の部材を平面視にて四等分した円弧形状にほぼなっており、鉄筋コンクリートによって形成されている。   As shown in the front view of FIG. 7, in the structural member reinforcing structure 66 of the second embodiment, block bodies 42 </ b> A to 42 </ b> D as transmission members are placed on the upper surfaces of the panel bodies 12 </ b> C and 12 </ b> D. As shown in FIG. 8 which is a BB sectional view of FIG. 7, the block bodies 42 </ b> A to 42 </ b> D have a substantially circular arc shape obtained by dividing a cylindrical member into four parts in plan view, and are formed of reinforced concrete. Yes.

ブロック体４２Ａ〜４２Ｄは、柱２０の外面に内壁面が接触するようにして柱２０の周囲に配置されている。すなわち、ブロック体４２Ａ〜４２Ｄは、柱２０の外面に接するようにして柱２０の外面を取り囲んでいる。なお、図８に示すように、ブロック体４２Ａ〜４２Ｄが柱２０の外面を取り囲んだ状態で、ブロック体４２Ａの側端面４４Ａとブロック体４２Ｂの側端面４４Ｂ、ブロック体４２Ｂの側端面４４Ｂとブロック体４２Ｃの側端面４４Ｃ、ブロック体４２Ｃの側端面４４Ｃとブロック体４２Ｄの側端面４４Ｄ、及びブロック体４２Ｄの側端面４４Ｄとブロック体４２Ａの側端面４４Ａとの間には隙間が形成されている。   The block bodies 42 </ b> A to 42 </ b> D are arranged around the column 20 so that the inner wall surface contacts the outer surface of the column 20. That is, the block bodies 42 </ b> A to 42 </ b> D surround the outer surface of the column 20 so as to be in contact with the outer surface of the column 20. 8, with the block bodies 42A to 42D surrounding the outer surface of the pillar 20, the side end face 44A of the block body 42A, the side end face 44B of the block body 42B, the side end face 44B of the block body 42B, and the block A gap is formed between the side end face 44C of the body 42C, the side end face 44C of the block body 42C and the side end face 44D of the block body 42D, and the side end face 44D of the block body 42D and the side end face 44A of the block body 42A. .

ブロック体４２Ａ、４２Ｃには、アンカープレート４６を介したナット４８により、改修のために柱２０に形成された略水平の貫通孔５０を貫通する鋼棒５２の両端が固定されている。   Both ends of a steel rod 52 that penetrates a substantially horizontal through hole 50 formed in the column 20 for repair are fixed to the block bodies 42A and 42C by nuts 48 via an anchor plate 46.

ブロック体４２Ｂ、４２Ｄには、アンカープレート４６を介したナット４８により、改修のために柱２０に形成された略水平の貫通孔５４を貫通する鋼棒５６の両端が固定されている。   Both ends of a steel rod 56 that passes through a substantially horizontal through hole 54 formed in the column 20 for repair are fixed to the block bodies 42B and 42D by nuts 48 via an anchor plate 46.

鋼棒５２と鋼棒５６とは、円形の横断面を有し、平面視にて略直交している。また、図８のＣ−Ｃ断面図である図９に示すように、鋼棒５６は、鋼棒５２の下方に配置されている。   The steel bar 52 and the steel bar 56 have a circular cross section and are substantially orthogonal in a plan view. Further, as shown in FIG. 9, which is a cross-sectional view taken along the line CC of FIG. 8, the steel bar 56 is disposed below the steel bar 52.

図７に示すように、ブロック体４２Ａ〜４２Ｄの外面には、溝６２がそれぞれ形成されている。そして、ブロック体４２Ａ〜４２Ｄが柱２０の外面を取り囲んだ状態で、これらの溝６２が、パネル体１２Ａ〜１２Ｄの溝２４Ａ、２４Ｂと連続する螺旋状の溝６０Ａ、６０Ｂを形成している。   As shown in FIG. 7, grooves 62 are formed on the outer surfaces of the block bodies 42 </ b> A to 42 </ b> D, respectively. Then, with the block bodies 42A to 42D surrounding the outer surface of the pillar 20, the grooves 62 form spiral grooves 60A and 60B continuous with the grooves 24A and 24B of the panel bodies 12A to 12D.

溝６０Ａ、６０Ｂは、溝２４Ａ、２４Ｂと同様に、ＰＣ鋼より線１４ＡとＰＣ鋼より線１４Ｂとが交差する所で、ＰＣ鋼より線１４ＡとＰＣ鋼より線１４Ｂとの干渉を防ぐことができる深さに形成されている。   Similarly to the grooves 24A and 24B, the grooves 60A and 60B prevent the interference between the PC steel twisted wire 14A and the PC steel twisted wire 14B and the PC steel twisted wire 14A and the PC steel twisted wire 14B. It is formed to a possible depth.

ＰＣ鋼より線１４Ａ、１４Ｂは、緊張力が付与された状態で、下端部が床スラブ１８の下部に設けられた定着部１６Ａ、１６Ｂにおいて床スラブ１８に定着され、上端部がブロック体４２Ｃ、４２Ａの上部に設けられた定着部６４Ｂ、６４Ａにおいてブロック体４２Ｃ、４２Ａに定着されている。定着部６４Ａ、６４Ｂの定着機構は、パネル体１２Ｃ、１２Ｄの上部に設けられた定着部２８Ａ、２８Ｂの定着機構と同様である。   The PC steel stranded wires 14A and 14B are fixed to the floor slab 18 at the fixing portions 16A and 16B provided at the lower portion of the floor slab 18, with the tension applied, and the upper ends are block bodies 42C, The fixing portions 64B and 64A provided on the upper portion of 42A are fixed to the block bodies 42C and 42A. The fixing mechanism of the fixing units 64A and 64B is the same as the fixing mechanism of the fixing units 28A and 28B provided on the upper portions of the panel bodies 12C and 12D.

次に、本発明の第２の実施形態の作用及び効果について説明する。   Next, the operation and effect of the second embodiment of the present invention will be described.

第２の実施形態の構造部材の補強構造６６では、第１の実施形態の構造部材の補強構造１０とほぼ同様の効果を得ることができる。   In the structural member reinforcing structure 66 of the second embodiment, substantially the same effect as that of the structural member reinforcing structure 10 of the first embodiment can be obtained.

また、パネル体１２Ｃ、１２Ｄの上面にブロック体４２Ａ〜４２Ｄを設置することによって、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力の鉛直成分を、ブロック体４２Ａ〜４２Ｄ及び鋼棒５２、５６を介して床スラブ１８の支持部１０６へ効果的に伝達することができる。   Further, by installing the block bodies 42A to 42D on the upper surfaces of the panel bodies 12C and 12D, the vertical components of the tension applied to the PC steel strands 14A and 14B are converted into the block bodies 42A to 42D and the steel bars 52 and 56, respectively. Can be effectively transmitted to the support portion 106 of the floor slab 18.

すなわち、第１の実施形態の構造部材の補強構造１０では、柱２０の外面とパネル体１２Ａ〜１２Ｄの内壁面との間の摩擦力により、パネル体１２Ａ〜１２Ｄから柱２０へＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力の鉛直成分を伝達しているのに対して、第２の実施形態の構造部材の補強構造６６では、この伝達機構に加えて、鋼棒５２、５６から直接、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力の鉛直成分を柱２０に加えているので、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力の鉛直成分を床スラブ１８の支持部１０６へ効果的に伝達することができる。   That is, in the reinforcing structure 10 of the structural member of the first embodiment, the PC steel strand from the panel bodies 12A to 12D to the pillar 20 is caused by the frictional force between the outer surface of the pillar 20 and the inner wall surfaces of the panel bodies 12A to 12D. While the vertical component of the tension applied to 14A and 14B is transmitted, in the reinforcing structure 66 of the structural member of the second embodiment, in addition to this transmission mechanism, the steel rods 52 and 56 directly Since the vertical component of the tension applied to the wires 14A and 14B from the PC steel is added to the column 20, the vertical component of the tension applied to the wires 14A and 14B from the PC steel is applied to the support portion 106 of the floor slab 18. Can be effectively communicated to.

以上、本発明の第２の実施形態について説明した。   The second embodiment of the present invention has been described above.

なお、第２の実施形態では、柱２０に貫通させた２つの鋼棒５２、５６により、ＰＣ鋼より線１４Ａ、１４Ｂに付与された緊張力の鉛直成分を柱２０に加える例を示したが、力の伝達効率をさらに上げたい場合には、鋼棒５２、５６の本数を増やしたり、角柱状にしたりすればよい。鋼棒５２、５６の本数を増やす場合には、断面欠損による柱２０の強度低下を十分に考慮する必要がある。   In the second embodiment, an example in which the vertical component of the tension applied to the wires 14A and 14B from the PC steel is added to the column 20 by the two steel bars 52 and 56 penetrated through the column 20 is shown. In order to further increase the force transmission efficiency, the number of steel bars 52 and 56 may be increased or a prismatic shape may be used. When increasing the number of the steel bars 52 and 56, it is necessary to sufficiently consider the strength reduction of the column 20 due to the cross-sectional defect.

以上、本発明の第１及び第２の実施形態について説明した。   The first and second embodiments of the present invention have been described above.

なお、第１及び第２の実施形態では、補強対象となる構造部材を床スラブ１８に設けられた柱２０とした例を示したが、梁に設けられた柱や、柱に設けられた梁を補強対象の構造部材とした場合においても、第１及び第２の実施形態の構造部材の補強構造１０、６６を適用することができる。   In the first and second embodiments, the structural member to be reinforced is the column 20 provided on the floor slab 18. However, the column provided on the beam and the beam provided on the column are shown. Even when the structural member to be reinforced is used, the structural member reinforcing structures 10 and 66 of the first and second embodiments can be applied.

また、第１及び第２の実施形態の構造部材の補強構造１０、６６を応用して、例えば、図１０、１１に示すように、支持構造体を介して両側に設けられた既設の構造部材を同時に補強することができる。   Further, by applying the structural member reinforcing structures 10 and 66 of the first and second embodiments, for example, as shown in FIGS. 10 and 11, existing structural members provided on both sides via a support structure. Can be reinforced at the same time.

図１０の正面図に示すように、構造部材の補強構造７０では、下柱７２上に梁７６が支持され、梁７６上に上柱７４が支持されている。下柱７２、梁７６及び上柱７４は、鉄筋コンクリートによって形成されている。   As shown in the front view of FIG. 10, in the structural member reinforcing structure 70, the beam 76 is supported on the lower column 72, and the upper column 74 is supported on the beam 76. The lower pillar 72, the beam 76, and the upper pillar 74 are formed of reinforced concrete.

そして、下柱７２及び上柱７４の外面に接するようにして、下柱７２及び上柱７４の外面をパネル体１２Ａ〜１２Ｄで取り囲み、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂがパネル体１２Ａ〜１２Ｄに螺旋状に設けられている。   Then, the outer surfaces of the lower pillar 72 and the upper pillar 74 are surrounded by the panel bodies 12A to 12D so as to be in contact with the outer surfaces of the lower pillar 72 and the upper pillar 74, and the PC steel wires 14A and 14B are provided with tension force. The bodies 12A to 12D are provided in a spiral shape.

ＰＣ鋼より線１４Ａ、１４Ｂは、梁７６の内部を水平面に対して斜めに貫通する貫通孔７８Ａ、７８Ｂに挿入されている。   The PC steel stranded wires 14A and 14B are inserted into through holes 78A and 78B that penetrate the beam 76 obliquely with respect to the horizontal plane.

ここで、ＰＣ鋼より線１４Ａ、１４Ｂが挿入された貫通孔７８Ａ、７８Ｂにグラウトを充填して硬化させ、ＰＣ鋼より線１４Ａ、１４Ｂを梁７６に完全に定着させた場合には、この定着部分が伝達部となる。   Here, when the through holes 78A and 78B into which the PC steel wires 14A and 14B are inserted are filled with grout and hardened, and the PC steel wires 14A and 14B are completely fixed to the beam 76, this fixing is performed. A part becomes a transmission part.

また、ＰＣ鋼より線１４Ａ、１４ＢをアンボンドのＰＣ鋼より線にして、ＰＣ鋼より線１４Ａ、１４Ｂを梁７６に定着しないようにした場合には、梁７６がパネル体１２Ａ、１２Ｂによって上下から挟まれ、梁７６にパネル体１２Ａ、１２Ｂが圧着されて固定される。よって、上柱７４に対しては、梁７６の下方に位置するパネル体１２Ａ、１２Ｂと梁７６との接合部８０が伝達部となり、下柱７２に対しては、梁７６の上方に位置するパネル体１２Ａ、１２Ｂと梁７６との接合部８２が伝達部となる。   Further, when the PC steel strands 14A and 14B are made of unbonded PC steel strands and the PC steel strands 14A and 14B are not fixed to the beam 76, the beam 76 is vertically attached by the panel bodies 12A and 12B. The panel bodies 12A and 12B are clamped and fixed to the beam 76. Therefore, the joint 80 of the panel bodies 12A, 12B located below the beam 76 and the beam 76 is a transmission portion for the upper column 74, and is positioned above the beam 76 for the lower column 72. A joint portion 82 between the panel bodies 12A and 12B and the beam 76 serves as a transmission portion.

図１１の正面図に示すように、構造部材の補強構造８４では、梁８６、８８が柱９０に支持されて左右に張り出している。梁８６、８８、及び柱９０は、鉄筋コンクリートによって形成されている。   As shown in the front view of FIG. 11, in the structural member reinforcing structure 84, the beams 86 and 88 are supported by the pillar 90 and project to the left and right. The beams 86 and 88 and the column 90 are made of reinforced concrete.

そして、梁８６、８８の外面に接するようにして、梁８６、８８の外面をパネル体１２Ａ〜１２Ｄで取り囲み、緊張力が付与されたＰＣ鋼より線１４Ａ、１４Ｂがパネル体１２Ａ〜１２Ｄに螺旋状に設けられている。   The outer surfaces of the beams 86 and 88 are surrounded by the panel bodies 12A to 12D so as to be in contact with the outer surfaces of the beams 86 and 88, and the PC steel wires 14A and 14B to which tension is applied are spiraled to the panel bodies 12A to 12D. It is provided in the shape.

ＰＣ鋼より線１４Ａ、１４Ｂは、柱９０の内部を鉛直面に対して斜めに貫通する貫通孔９２Ａ、９２Ｂに挿入されている。   The PC steel stranded wires 14A and 14B are inserted into through holes 92A and 92B penetrating through the column 90 obliquely with respect to the vertical plane.

ここで、ＰＣ鋼より線１４Ａ、１４Ｂが挿入された貫通孔９２Ａ、９２Ｂにグラウトを充填して硬化させ、ＰＣ鋼より線１４Ａ、１４Ｂを柱９０に完全に定着させた場合には、この定着部分が伝達部となる。   Here, when the through holes 92A and 92B into which the PC steel wires 14A and 14B are inserted are filled with grout and hardened, and the PC steel wires 14A and 14B are completely fixed to the column 90, this fixing is performed. A part becomes a transmission part.

また、ＰＣ鋼より線１４Ａ、１４ＢをアンボンドのＰＣ鋼より線にして、ＰＣ鋼より線１４Ａ、１４Ｂを柱９０に定着しないようにした場合には、柱９０がパネル体１２Ａ、１２Ｂによって左右から挟まれ、柱９０にパネル体１２Ａ、１２Ｂが圧着されて固定される。よって、梁８６に対しては、柱９０の右側に位置するパネル体１２Ａ、１２Ｂと柱９０との接合部９４が伝達部となり、梁８８に対しては、柱９０の左側に位置するパネル体１２Ａ、１２Ｂと柱９０との接合部９６が伝達部となる。   Further, when the PC steel strands 14A and 14B are unbonded PC steel strands and the PC steel strands 14A and 14B are not fixed to the columns 90, the columns 90 are left and right by the panel bodies 12A and 12B. The panel bodies 12 </ b> A and 12 </ b> B are crimped and fixed to the pillar 90. Therefore, for the beam 86, the joint portion 94 between the panel bodies 12A and 12B and the column 90 positioned on the right side of the column 90 serves as a transmission unit, and for the beam 88, the panel body positioned on the left side of the column 90. The joint part 96 of 12A, 12B and the pillar 90 becomes a transmission part.

また、第１の実施形態では、ＰＣ鋼より線１４Ａ、１４Ｂの上端部を、パネル体１２Ｃ、１２Ｄの上部に設けられた定着部２８Ａ、２８Ｂでパネル体１２Ｃ、１２Ｄに定着し、第２の実施形態では、ＰＣ鋼より線１４Ａ、１４Ｂの上端部を、ブロック体４２Ａ、４２Ｃの上部に設けられた定着部６４Ａ、６４Ｂでブロック体４２Ａ、４２Ｃに定着した例を示したが、ＰＣ鋼より線をパネル体１２Ｃ、１２Ｄの上部や、ブロック体４２Ａ〜４２Ｄの上部に巻きつけるようにしてもよい。   In the first embodiment, the upper ends of the PC steel strands 14A and 14B are fixed to the panel bodies 12C and 12D by the fixing portions 28A and 28B provided on the upper portions of the panel bodies 12C and 12D. In the embodiment, the upper ends of the stranded wires 14A and 14B of the PC steel are shown fixed to the block bodies 42A and 42C by the fixing portions 64A and 64B provided on the upper portions of the block bodies 42A and 42C. You may make it wind a line around the upper part of panel body 12C, 12D, or the upper part of block body 42A-42D.

例えば、図１２の斜視図に示すように、ＰＣ鋼より線１４Ａ、１４Ｂを１つのＰＣ鋼より線９８とし、パネル体１２Ｃ、１２Ｄの上部に形成された円環状の溝１００にＰＣ鋼より線９８を巻きつけて、パネル体１２Ｃ、１２ＤにＰＣ鋼より線９８を定着するようにしてもよい。図１２は、パネル体１２Ｃ、１２Ｄに対する定着方法を示したものであるが、ブロック体４２Ａ〜４２Ｄに対しても同様の定着方法を用いればよい。   For example, as shown in the perspective view of FIG. 12, the PC steel stranded wires 14A and 14B are changed to one PC steel stranded wire 98, and the PC steel stranded wire is formed in the annular groove 100 formed in the upper part of the panel bodies 12C and 12D. 98 may be wound so that the PC steel wire 98 is fixed to the panel bodies 12C and 12D. FIG. 12 shows a fixing method for the panel bodies 12C and 12D, but a similar fixing method may be used for the block bodies 42A to 42D.

また、第１及び第２の実施形態では、旋回方向が逆向きのＰＣ鋼より線１４Ａ、１４Ｂを、パネル体１２Ａ〜１２Ｄに設けた例を示したが、図１３の平断面図に示すように、パネル体１２Ａ〜１２Ｄを二層にして、内側に配置されたパネル体１２Ａ〜１２Ｄ（以下、「パネル体１０２Ａ〜１０２Ｄ」とする）の外面に形成された溝２４ＡにＰＣ鋼より線１４Ａを螺旋状に設け、外側に配置されたパネル体１２Ａ〜１２Ｄ（以下、「パネル体１０４Ａ〜１０４Ｄ」とする）の外面に形成された溝２４ＢにＰＣ鋼より線１４Ｂを螺旋状に設けてもよい。   Further, in the first and second embodiments, an example in which the PC steel wires 14A and 14B are provided in the panel bodies 12A to 12D in the turning direction opposite to each other is shown, but as shown in the plan sectional view of FIG. Further, the panel bodies 12A to 12D are made into two layers, and a PC steel strand 14A is formed in a groove 24A formed on the outer surface of the panel bodies 12A to 12D (hereinafter referred to as “panel bodies 102A to 102D”) disposed inside. Is provided in a spiral shape, and a PC steel wire 14B is provided in a spiral shape in a groove 24B formed on the outer surface of the panel bodies 12A to 12D (hereinafter referred to as “panel bodies 104A to 104D”) disposed on the outside. Good.

図１４（ａ）の斜視図には、柱２０の外面に接するようにして、下柱２０の外面をパネル体１０２Ａ〜１０２Ｄで取り囲み、緊張力が付与されたＰＣ鋼より線１４Ａがパネル体１０２Ａ〜１０２Ｄに螺旋状に設けられている状態が示されている。   In the perspective view of FIG. 14A, the outer surface of the lower column 20 is surrounded by the panel bodies 102A to 102D so as to be in contact with the outer surface of the column 20, and a PC steel wire 14A to which tension is applied is connected to the panel body 102A. The state where it is provided in a spiral form at −102D is shown.

また、図１４（ｂ）の斜視図には、パネル体１０２Ａ〜１０２Ｄの外面に接するようにして、パネル体１０２Ａ〜１０２Ｄの外面をパネル体１０４Ａ〜１０４Ｄで取り囲み、緊張力が付与されたＰＣ鋼より線１４Ｂがパネル体１０４Ａ〜１０４Ｄに螺旋状に設けられている状態が示されている。   Moreover, in the perspective view of FIG.14 (b), PC steel to which the outer surface of panel body 102A-102D was surrounded by panel body 104A-104D so that it might touch the outer surface of panel body 102A-102D, and tension | tensile_strength was provided. A state in which the stranded wire 14B is spirally provided on the panel bodies 104A to 104D is shown.

また、第１及び第２の実施形態では、補強対象となる構造部材を円柱状の柱２０とした例を示したが、補強対象となる構造部材の構造断面は、どのような形状でもよい。例えば、補強対象となる構造部材の構造断面が、円形、楕円形、三角形、正方形、長方形、多角形であってもよい。また、補強対象となる構造部材が錐体状であってもよい。   In the first and second embodiments, an example in which the structural member to be reinforced is the columnar column 20 has been described. However, the structural cross section of the structural member to be reinforced may have any shape. For example, the structural cross section of the structural member to be reinforced may be a circle, an ellipse, a triangle, a square, a rectangle, or a polygon. Further, the structural member to be reinforced may have a cone shape.

また、第１及び第２の実施形態では、ＰＣ鋼より線１４Ａ、１４Ｂの端部に設けられた雄ネジに、アンカープレート３２を介してナット３４を捩じ込み、締め付けることによって、ＰＣ鋼より線１４Ａ、１４Ｂの端部を定着する例を示したが、くさびを用いた定着方法等の他の方法によってＰＣ鋼より線１４Ａ、１４Ｂの端部を定着してもよい。   Further, in the first and second embodiments, the nut 34 is screwed into the male screw provided at the end of the PC steel stranded wires 14A and 14B via the anchor plate 32 and tightened, so that the PC steel Although an example in which the ends of the wires 14A and 14B are fixed is shown, the ends of the wires 14A and 14B may be fixed from PC steel by other methods such as a fixing method using a wedge.

また、第１及び第２の実施形態の説明で用いられている用語の「螺旋」は、円柱面上を回転しながら軸方向に一定の速度で進んでいく時にできる渦巻状の空間曲線を意味するが、角柱面上、円錐面上及び角錐面上を回転しながら軸方向に一定の速度で進んでいく時にできる渦巻状の空間折れ線も螺旋に含まれる。また、ＰＣ鋼より線１４Ａ、１４Ｂの螺旋形状の捻りは平面視にて３６０度未満であってもよい。   In addition, the term “spiral” used in the description of the first and second embodiments means a spiral space curve formed when moving at a constant speed in the axial direction while rotating on a cylindrical surface. However, spiral spiral lines are also included in the spiral, which are formed when the rod advances on the prismatic surface, the conical surface, and the pyramid surface while traveling at a constant speed in the axial direction. Further, the helical twist of the stranded wires 14A and 14B of the PC steel may be less than 360 degrees in plan view.

以上、本発明の第１及び第２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、第１及び第２の実施形態を組み合わせて用いてもよいし、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。   As mentioned above, although 1st and 2nd embodiment of this invention was described, this invention is not limited to such embodiment at all, You may use combining 1st and 2nd embodiment, Needless to say, the present invention can be implemented in various modes without departing from the gist of the present invention.

１０、６６、７０、８４ 構造部材の補強構造
１２Ａ〜１２Ｄ、１０２Ａ〜１０２Ｄ、１０４Ａ〜１０４Ｄ パネル体（補強部材）
１４Ａ、１４Ｂ、９８ ＰＣ鋼より線（緊張部材）
１６Ａ、１６Ｂ 定着部（伝達部）
２０ 柱（構造部材）
２４Ａ、２４Ｂ 溝
７２ 下柱（構造部材）
７４ 上柱（構造部材）
８０、８２、９４、９６ 接合部（伝達部）
８６、８８ 梁（構造部材）
９０ 柱（支持部）
１０６ 支持部 10, 66, 70, 84 Structural member reinforcing structures 12A to 12D, 102A to 102D, 104A to 104D Panel bodies (reinforcing members)
14A, 14B, 98 PC steel strand (tensile member)
16A, 16B Fixing part (transmission part)
20 pillars (structural members)
24A, 24B Groove 72 Lower pillar (Structural member)
74 Upper pillar (structural member)
80, 82, 94, 96 Junction (transmission part)
86, 88 Beam (Structural member)
90 pillars (support)
106 Supporting part

Claims (5)

支持部に支持された既設の構造部材を補強する構造部材の補強構造において、
前記構造部材の外面を取り囲んで接する補強部材と、
前記補強部材に螺旋状に設けられ緊張力が付与された緊張部材と、
前記緊張部材に付与された緊張力を前記支持部へ伝達し前記支持部に前記補強部材を固定する伝達部と、
を有する構造部材の補強構造。 In the reinforcing structure of the structural member that reinforces the existing structural member supported by the support portion,
A reinforcing member surrounding and contacting the outer surface of the structural member;
A tension member spirally provided on the reinforcing member and provided with a tension force;
A transmission part for transmitting the tension force applied to the tension member to the support part and fixing the reinforcing member to the support part;
Reinforcing structure of structural member having 前記補強部材の外面に、前記緊張部材が配置される溝が形成されている請求項１に記載の構造部材の補強構造。   The reinforcing structure for a structural member according to claim 1, wherein a groove in which the tension member is disposed is formed on an outer surface of the reinforcing member. 前記構造部材の材軸に対して右巻きの前記緊張部材と、前記構造部材の材軸に対して左巻きの前記緊張部材とが設けられている請求項１又は２に記載の構造部材の補強構造。   The reinforcing structure for a structural member according to claim 1, wherein the tension member that is wound clockwise with respect to the material axis of the structural member and the tension member that is wound counterclockwise with respect to the material axis of the structural member are provided. . 前記構造部材は、柱又は梁である請求項１〜３の何れか１項に記載の構造部材の補強構造。   The said structural member is a pillar or a beam, The reinforcement structure of the structural member of any one of Claims 1-3. 支持部に支持された既設の構造部材を補強する構造部材の補強方法において、
前記構造部材の外面に接するようにして前記構造部材の外面を補強部材により取り囲む補強部材配置工程と、
前記補強部材に緊張部材を螺旋状に設ける緊張部材配置工程と、
前記緊張部材に緊張力を付与し該緊張力を前記支持部へ伝達することによって前記支持部に前記補強部材を固定する補強部材固定工程と、
を有する構造部材の補強方法。 In the structural member reinforcing method for reinforcing the existing structural member supported by the support portion,
A reinforcing member arranging step of surrounding the outer surface of the structural member with a reinforcing member so as to be in contact with the outer surface of the structural member;
A tension member arranging step of spirally providing a tension member on the reinforcing member;
A reinforcement member fixing step of fixing the reinforcement member to the support portion by applying tension force to the tension member and transmitting the tension force to the support portion;
A method of reinforcing a structural member having
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Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011236651A (en) * 2010-05-11 2011-11-24 Takenaka Komuten Co Ltd Reinforcement structure for tower structure
CN103147589A (en) * 2013-02-26 2013-06-12 北京交通大学 Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires
CN104141393A (en) * 2014-08-06 2014-11-12 上海市建筑科学研究院(集团)有限公司 Method for reinforcing rectangular wood column by pasting angle steel
JP2016075057A (en) * 2014-10-06 2016-05-12 新日鐵住金株式会社 Reinforcing method for existing tower-like object and reinforcing segment for tower-like object
CN107908870A (en) * 2017-11-14 2018-04-13 东南大学 A kind of analysis method of prestressing with bond gluing wooden frame bending bearing capacity
CN109281487A (en) * 2018-09-27 2019-01-29 王维玉 A kind of tradition earth kiln local-style dwelling houses overall structure reinforcement system and its construction technology

Cited By (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2011236651A (en) * 2010-05-11 2011-11-24 Takenaka Komuten Co Ltd Reinforcement structure for tower structure
CN103147589A (en) * 2013-02-26 2013-06-12 北京交通大学 Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires
CN103147589B (en) * 2013-02-26 2015-05-27 北京交通大学 Construction method for reinforcing circular structure with large diameter by symmetric double-anchor-head pretension steel stranded wires
CN104141393A (en) * 2014-08-06 2014-11-12 上海市建筑科学研究院(集团)有限公司 Method for reinforcing rectangular wood column by pasting angle steel
JP2016075057A (en) * 2014-10-06 2016-05-12 新日鐵住金株式会社 Reinforcing method for existing tower-like object and reinforcing segment for tower-like object
CN107908870A (en) * 2017-11-14 2018-04-13 东南大学 A kind of analysis method of prestressing with bond gluing wooden frame bending bearing capacity
CN107908870B (en) * 2017-11-14 2021-01-05 东南大学 Analysis method for bending resistance and bearing capacity of in-vivo pre-stressed laminated wood beam
CN109281487A (en) * 2018-09-27 2019-01-29 王维玉 A kind of tradition earth kiln local-style dwelling houses overall structure reinforcement system and its construction technology
CN109281487B (en) * 2018-09-27 2020-07-17 王维玉 Traditional soil kiln resident house integral structure reinforcing system and construction process thereof

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