JP2017066625A - Reinforcement method of single column structure - Google Patents

Reinforcement method of single column structure Download PDF

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JP2017066625A
JP2017066625A JP2015189958A JP2015189958A JP2017066625A JP 2017066625 A JP2017066625 A JP 2017066625A JP 2015189958 A JP2015189958 A JP 2015189958A JP 2015189958 A JP2015189958 A JP 2015189958A JP 2017066625 A JP2017066625 A JP 2017066625A
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reinforcing
pile foundation
column structure
pile
anchor frame
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JP6840457B2 (en
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和田 収司
Shuji Wada
収司 和田
浩士 岡田
Hiroshi Okada
浩士 岡田
倫海 足立
Rinkai Adachi
倫海 足立
田邉 成
Shigeru Tanabe
成 田邉
祐太 濱田
Yuta Hamada
祐太 濱田
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Tokyo Electric Power Co Holdings Inc
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Tokyo Electric Power Co Holdings Inc
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Abstract

PROBLEM TO BE SOLVED: To provide a reinforcement method of a single column structure capable of dispensing with security of a construction site and additional buying of a site, and capable of largely reducing cost required for reinforcement work, without requiring large scale construction such as excavation.SOLUTION: A constitution of a reinforcement method of a single column structure on the present invention is provided so that in the reinforcement method of the single column structure 100 having a pile foundation 120 for supporting one column 110 by one pile, anchor bolts 132a and 132b anchored so as to project upward from the pile foundation and a flange-like anchor frame 134 provided in a lower part of the column, and anchoring the column in the pile foundation by fastening the anchor bolts to an anchor frame, concrete 150 is placed on the pile foundation so as to bury a reinforcing-bar and the anchor frame by anchoring so as to project the reinforcing-bars 140a and 140b upward in an upper part of the pile foundation.SELECTED DRAWING: Figure 2

Description

本発明は、一本の柱を一本の杭で支持する杭基礎を有する単柱構造物の補強方法に関するものである。   The present invention relates to a method for reinforcing a single-column structure having a pile foundation that supports a single pillar with a single pile.

電気事業者の発電所で発電された電気は、地上に建設された鉄塔に張架(支持)されている送電線を通じて送電され、変電所で変電された後に需要家に供給される。送電線を支持する鉄塔(送電鉄塔)には、主に、4本の主柱材から構成された四角鉄塔と、1本の鋼管(柱)から構成された鋼管単柱鉄塔がある(例えば特許文献1)。   Electricity generated at the power station of the electric power company is transmitted through a transmission line that is stretched (supported) on a steel tower built on the ground, and after being transformed at the substation, it is supplied to consumers. Steel towers (transmission towers) that support transmission lines mainly include square steel towers composed of four main pillars and steel pipe single pillar steel towers composed of one steel pipe (column) (for example, patents) Reference 1).

鋼管単柱鉄塔では、一般にアンカーボルトおよびそれを固定するアンカーフレームによって定着部が構成される。そして、鋼管単柱鉄塔が配置される箇所にコンクリートやモルタル等によって形成された基礎内にかかる定着部が定着するよう設計している。特に特許文献1では、地中に配置された一本の杭が基礎となって一本の柱を支持している。このような杭基礎は一本杭基礎とも呼ばれている。   In a steel pipe single-column tower, a fixing portion is generally constituted by an anchor bolt and an anchor frame for fixing the anchor bolt. And it designs so that the fixing part concerning the foundation formed with concrete, mortar, etc. may settle in the location where a steel pipe single pillar tower is arranged. In particular, in Patent Document 1, a single pile arranged in the ground serves as a foundation and supports a single pillar. Such a pile foundation is also called a single pile foundation.

特開2012−87616号公報JP 2012-87616 A

鋼管単柱鉄塔は、景観面や鉄塔敷地面積縮小の観点においては四角鉄塔より優れるものの、四角鉄塔に比べて風圧や地震動が作用した場合に曲げモーメントが大きく加わる。このため、曲げによって生じた荷重でアンカーボルトに軸力が発生し、そこを起点として基礎にせん断破壊や割裂破壊(以下、これらを損傷と称する)が起きる場合がある。   The steel pipe single-column tower is superior to the square tower in terms of the landscape and the reduction in the area of the tower site, but the bending moment is greatly increased when wind pressure or earthquake motion is applied compared to the square tower. For this reason, an axial force is generated in the anchor bolt by a load generated by bending, and shear fracture or split fracture (hereinafter referred to as damage) may occur on the basis of the axial force.

上述した鋼管単柱鉄塔(以下、単柱構造物と称する)における基礎の損傷を防ぐためには、アンカーボルトに生じる軸力を低減するよう、定着部の補強が必要となる。定着部を補強する方法としては、上述したように特に基礎が杭基礎となっている単柱構造物では、定着部を鉄筋コンクリートや鋼材、化学繊維等で巻きたてて拘束する手法(巻きたて補強)が一般的である。   In order to prevent damage to the foundation in the steel pipe single column tower (hereinafter referred to as a single column structure), it is necessary to reinforce the fixing portion so as to reduce the axial force generated in the anchor bolt. As a method to reinforce the fixing part, as described above, in the case of a single column structure in which the foundation is a pile foundation, a method of winding and fixing the fixing part with reinforced concrete, steel, chemical fiber, etc. Reinforcement) is common.

上記のような巻きたて補強を行う場合、単柱構造物では定着部が地中に位置するため、周辺を掘削する必要がある。このため、単柱構造物が市街地にある場合には、工事用地の確保が困難なことがある。また巻きたて補強を行うと基礎の幅が増加するため新たな用地を確保しなければならず、用地買い増しのための費用がかさんでしまうという問題も生じる。   In the case of performing the above-described wrapping reinforcement, since the anchoring portion is located in the ground in a single-column structure, it is necessary to excavate the periphery. For this reason, when the single pillar structure is located in an urban area, it may be difficult to secure a construction site. In addition, since the width of the foundation increases when the reinforcement is performed, a new site has to be secured, and there is a problem that the cost for purchasing the site is increased.

本発明は、このような課題に鑑み、掘削等の大規模な工事を必要とすることなく、且つ工事用地の確保や用地買い増しを不要とすることができ、補強工事に要する費用を大幅に削減することが可能な単柱構造物の補強方法を提供することを目的としている。   In view of such problems, the present invention can eliminate the need for large-scale construction such as excavation, and can eliminate the need for securing construction sites and purchasing additional sites, greatly increasing the cost required for reinforcement work. It aims at providing the reinforcement method of the single pillar structure which can be reduced.

上記課題を解決するために、本発明にかかる単柱構造物の補強方法の代表的な構成は、一本の柱を一本の杭で支持する杭基礎と、杭基礎から上方に突出するように定着されたアンカーボルトと、柱の下部に設けられたフランジ状のアンカーフレームと、を有し、アンカーボルトをアンカーフレームに締結することによって柱を杭基礎に定着させている単柱構造物の補強方法において、杭基礎の上部に補強鉄筋を上方に突出するように定着させ、補強鉄筋およびアンカーフレームを埋設させるように杭基礎の上にコンクリートを打設することを特徴とする。   In order to solve the above problems, a typical configuration of a method for reinforcing a single-column structure according to the present invention is to support a pile foundation that supports a single pillar with a single pile, and to protrude upward from the pile foundation. Of a single-column structure having an anchor bolt fixed to the anchor and a flange-shaped anchor frame provided at a lower portion of the column, and fixing the column to the pile foundation by fastening the anchor bolt to the anchor frame. The reinforcing method is characterized in that a reinforcing reinforcing bar is fixed on the upper part of the pile foundation so as to protrude upward, and concrete is placed on the pile foundation so that the reinforcing reinforcing bar and the anchor frame are embedded.

上記構成によれば、杭基礎の上部に補強鉄筋を定着させ、杭基礎の上にコンクリートを打設することによって杭基礎が補強される。したがって、杭基礎の周辺を掘削する等の大規模な工事が不要であるため、工事用地を確保する必要がない。また補修工事は、杭基礎の上部でのみ行われるため、杭基礎の幅が増加することがなく、用地の買い増しが不要である。故に、上記構成によれば、単柱構造物の補強工事を簡略化しつつ、それに要する費用を大幅に削減することが可能である。   According to the above configuration, the pile foundation is reinforced by fixing the reinforcing steel bars on the top of the pile foundation and placing concrete on the pile foundation. Therefore, large-scale construction such as excavation around the pile foundation is unnecessary, and it is not necessary to secure a construction site. In addition, since the repair work is performed only on the upper part of the pile foundation, the width of the pile foundation does not increase, and it is not necessary to purchase additional land. Therefore, according to the said structure, it is possible to reduce significantly the expense which it requires, simplifying the reinforcement construction of a single pillar structure.

上記補強鉄筋は、杭基礎の上部に穿孔した穴に定着させるとよい。かかる構成によれば、杭基礎にコアドリル等によって穿孔することにより形成した穴に補強鉄筋を挿入することにより、杭基礎に補強鉄筋を定着させることができる。穿孔は、掘削等の工事よりも小規模であるため、騒音が少なく、工事中に近隣住民に与える負担を軽減することが可能である。   The reinforcing reinforcing bars are preferably fixed in holes drilled in the upper part of the pile foundation. According to this structure, a reinforcement reinforcement can be fixed to a pile foundation by inserting a reinforcement reinforcement in the hole formed by drilling a pile foundation with a core drill etc. Since drilling is smaller than construction such as excavation, noise is low and the burden on neighboring residents during construction can be reduced.

上記補強鉄筋は、杭基礎の上部を斫って露出させた杭主鉄筋に連結させてもよい。定着部が地上にある場合、このように補強鉄筋と杭主鉄筋を連結することで、補強強度を更に高めることが可能となるとともに、補強費用を削減することが可能となる。   The reinforcing reinforcing bars may be connected to pile main reinforcing bars that are exposed by turning over the upper part of the pile foundation. When the fixing portion is on the ground, it is possible to further increase the reinforcing strength and reduce the reinforcing cost by connecting the reinforcing reinforcing bars and the pile main reinforcing bars in this way.

上記杭基礎の上に打設するコンクリートは、杭基礎と同等の幅であるとよい。これにより、補強前と補強後で単柱構造物の基礎近傍の見た目の変化が少ない。すなわち、単柱構造物の基礎の太さが変化しないため、視覚的な圧迫感を低減することができる。   The concrete to be placed on the pile foundation is preferably the same width as the pile foundation. Thereby, there is little change of the appearance near the foundation of a single pillar structure before reinforcement and after reinforcement. That is, since the thickness of the foundation of the single pillar structure does not change, it is possible to reduce a visual feeling of pressure.

上記補強鉄筋は、アンカーフレームより上まで突出しているとよい。柱が曲げモーメントを受けるとき、その付け根であるアンカーフレームおよびアンカーボルト(以下、これらの両方を含めるときには定着部と称する)には、一方側には圧縮応力がかかり、他方側には引張応力がかかる。このとき、引張応力がかかる側においてアンカーフレームは上方向に移動しようとする。このため、補強鉄筋をアンカーフレームより上まで突出させておくことにより、引張応力を効果的に補強鉄筋で受けることができる。なおアンカーフレームの端から45度の延長線上にまで補強鉄筋が伸びていることが好ましい。   It is preferable that the reinforcing reinforcing bars protrude above the anchor frame. When the column receives a bending moment, the anchor frame and anchor bolt (hereinafter referred to as a fixing portion when both of them are included) are subjected to compressive stress on one side and tensile stress on the other side. Take it. At this time, the anchor frame tends to move upward on the side where the tensile stress is applied. For this reason, it is possible to effectively receive the tensile stress by the reinforcing reinforcing bars by protruding the reinforcing reinforcing bars above the anchor frame. In addition, it is preferable that the reinforcing steel bars extend to an extension line of 45 degrees from the end of the anchor frame.

本発明によれば、掘削等の大規模な工事を必要とすることなく、且つ工事用地の確保や用地買い増しを不要とすることができ、補強工事に要する費用を大幅に削減することが可能な単柱構造物の補強方法を提供することが可能となる。   According to the present invention, large-scale construction such as excavation is not required, and it is not necessary to secure a construction site or purchase additional land, and it is possible to greatly reduce the cost required for reinforcement work. It is possible to provide a method for reinforcing a simple single pillar structure.

本実施形態の補強方法によって補強する単柱構造物を例示する図である。It is a figure which illustrates the single pillar structure reinforced with the reinforcement method of this embodiment. 本実施形態の単柱構造物の補強方法を説明する図である。It is a figure explaining the reinforcement method of the single pillar structure of this embodiment. 本実施形態の単柱構造物の補強方法の他の例を説明する図である。It is a figure explaining the other example of the reinforcement method of the single pillar structure of this embodiment. 単柱構造物にかかる荷重を説明する図である。It is a figure explaining the load concerning a single pillar structure. 本実施形態の単柱構造物の補強方法による効果を説明する図である。It is a figure explaining the effect by the reinforcement method of the single pillar structure of this embodiment.

以下に添付図面を参照しながら、本発明の好適な実施形態について詳細に説明する。かかる実施形態に示す寸法、材料、その他具体的な数値などは、発明の理解を容易とするための例示に過ぎず、特に断る場合を除き、本発明を限定するものではない。なお、本明細書及び図面において、実質的に同一の機能、構成を有する要素については、同一の符号を付することにより重複説明を省略し、また本発明に直接関係のない要素は図示を省略する。   Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. The dimensions, materials, and other specific numerical values shown in the embodiments are merely examples for facilitating understanding of the invention, and do not limit the present invention unless otherwise specified. In the present specification and drawings, elements having substantially the same function and configuration are denoted by the same reference numerals, and redundant description is omitted, and elements not directly related to the present invention are not illustrated. To do.

図1は、本実施形態の補強方法によって補強する単柱構造物100を例示する図である。図1に例示するように、本実施形態の補強方法によって補強する単柱構造物100は、送電線(不図示)を張架される一本の柱110と、かかる一本の柱110を一本の杭で支持する杭基礎120とを有する。杭基礎120には、そこから上方に突出するようにアンカーボルト132a・132bが定着されている。一方、柱110の下部にはフランジ状のアンカーフレーム134が設けられている。そして、アンカーボルト132a・132bをアンカーフレーム134に締結することにより、柱110が杭基礎120に定着される。   FIG. 1 is a diagram illustrating a single pillar structure 100 reinforced by the reinforcing method of the present embodiment. As illustrated in FIG. 1, a single pillar structure 100 that is reinforced by the reinforcing method of the present embodiment includes a single pillar 110 on which a transmission line (not shown) is stretched, and the single pillar 110. A pile foundation 120 supported by a pile of books. Anchor bolts 132a and 132b are fixed to the pile foundation 120 so as to protrude upward therefrom. On the other hand, a flange-shaped anchor frame 134 is provided below the pillar 110. Then, the pillars 110 are fixed to the pile foundation 120 by fastening the anchor bolts 132 a and 132 b to the anchor frame 134.

図2は、本実施形態の単柱構造物100の補強方法を説明する図である。本実施形態の補強方法ではまず、図1に示す単柱構造物100に、図2(a)に示すように杭基礎120の上部に穴122a・122bを穿孔する。そして、図2(b)に示すように、杭基礎120の上部に穿孔にした穴122a・122bに補強鉄筋140a・140bを挿入する。これにより、杭基礎120の上部に、上方に突出するように補強鉄筋140a・140bが定着される。補強鉄筋140a・140bは杭基礎120にモルタルやケミカルアンカー等を使用して定着することができる。   FIG. 2 is a diagram for explaining a reinforcing method of the single pillar structure 100 of the present embodiment. In the reinforcing method of this embodiment, first, holes 122a and 122b are drilled in the upper part of the pile foundation 120 as shown in FIG. 2 (a) in the single-column structure 100 shown in FIG. Then, as shown in FIG. 2 (b), the reinforcing reinforcing bars 140 a and 140 b are inserted into the holes 122 a and 122 b drilled in the upper part of the pile foundation 120. Accordingly, the reinforcing reinforcing bars 140a and 140b are fixed to the upper portion of the pile foundation 120 so as to protrude upward. The reinforcing reinforcing bars 140a and 140b can be fixed to the pile foundation 120 using mortar, chemical anchors, or the like.

杭基礎120の上部に穴122a・122bを穿孔する際には、例えばコアドリル等を用いることができる。穿孔は、掘削等の工事よりも小規模であるため、騒音が少なく、工事中に近隣住民に与える負担を軽減することが可能である。   When the holes 122a and 122b are drilled in the upper portion of the pile foundation 120, for example, a core drill or the like can be used. Since drilling is smaller than construction such as excavation, noise is low and the burden on neighboring residents during construction can be reduced.

図2(b)に示すように補強鉄筋140a・140bを定着させたら、補強鉄筋140a・140bの周囲にフープ鉄筋142を配置する。そして図2(c)に示すように、補強鉄筋140a・140bおよびアンカーフレーム134を埋設するように杭基礎120の上にコンクリート150を打設する。これにより、単柱構造物100の定着部(アンカーフレーム134およびアンカーボルト132a・132b)が補強される。このとき、杭基礎120の上に打設するコンクリート150は、杭基礎120と同等の幅であるとよい。これにより、補強前と補強後で単柱構造物100の基礎の太さが変化しない。したがって、視覚的な圧迫感を低減することができる。   When the reinforcing reinforcing bars 140a and 140b are fixed as shown in FIG. 2B, the hoop reinforcing bars 142 are arranged around the reinforcing reinforcing bars 140a and 140b. And as shown in FIG.2 (c), concrete 150 is laid on the pile foundation 120 so that the reinforcement reinforcing bars 140a * 140b and the anchor frame 134 may be embed | buried. Thereby, the fixing | fixed part (anchor frame 134 and anchor bolt 132a * 132b) of the single pillar structure 100 is reinforced. At this time, the concrete 150 to be placed on the pile foundation 120 may have the same width as the pile foundation 120. Thereby, the thickness of the foundation of the single pillar structure 100 does not change before and after reinforcement. Therefore, it is possible to reduce the visual feeling of pressure.

上記説明したように、本実施形態の単柱構造物100の補強方法では、杭基礎120の上部に補強鉄筋140a・140bを定着し、杭基礎120の上にコンクリート150を打設することによって定着部および杭基礎120を補強している。このように杭基礎120の周辺を掘削する等の大規模な工事を伴うことなく補強可能であることにより、工事用地の確保が不要となる。   As described above, in the method for reinforcing the single-column structure 100 according to the present embodiment, the reinforcing reinforcing bars 140a and 140b are fixed to the upper part of the pile foundation 120, and the concrete 150 is placed on the pile foundation 120 to be fixed. The part and the pile foundation 120 are reinforced. Thus, since it can reinforce without accompanying large-scale construction, such as excavating the circumference of pile foundation 120, securing of a construction site becomes unnecessary.

また本実施形態では、補修工事は杭基礎120の上部でのみ行われるため、杭基礎120の幅が増大することがない。したがって、単柱構造物100周辺の用地の買い増しが不要である。このため、本実施形態の単柱構造物100の補強方法によれば、単柱構造物100の補強工事を簡略化しつつ、それに要する費用を大幅に削減することが可能である。   Moreover, in this embodiment, since repair work is performed only on the upper part of the pile foundation 120, the width | variety of the pile foundation 120 does not increase. Therefore, it is not necessary to purchase additional land around the single pillar structure 100. For this reason, according to the reinforcement method of the single pillar structure 100 of this embodiment, it is possible to greatly reduce the cost required for it while simplifying the reinforcement work of the single pillar structure 100.

図3は、本実施形態の単柱構造物100の補強方法の他の例を説明する図である。なお、図1の単柱構造物100および図2を用いて説明した補強方法と重複する構成や工程については説明を省略する。   FIG. 3 is a diagram for explaining another example of the reinforcing method of the single pillar structure 100 of the present embodiment. In addition, description is abbreviate | omitted about the structure and process which overlap with the reinforcement method demonstrated using the single pillar structure 100 of FIG. 1, and FIG.

図3に例示する補強方法では、まず図3(a)に示すように杭基礎120の上部を斫り、その内部の杭主鉄筋136a・136bを露出させる。そして、図3(b)に示すように、露出させた杭主鉄筋136a・136bに補強鉄筋140a・140bを連結する。これにより、杭基礎120の上部に補強鉄筋140a・140bが定着される。補強鉄筋140a・140bの周囲にはフープ鉄筋142を配置する。その後、図3(c)に示すように、補強鉄筋140a・140bおよびアンカーフレーム134を埋設させるように杭基礎120の上にコンクリート150を打設する。   In the reinforcing method illustrated in FIG. 3, first, as shown in FIG. 3A, the upper portion of the pile foundation 120 is rolled up to expose the pile main reinforcing bars 136 a and 136 b therein. Then, as shown in FIG. 3B, the reinforcing reinforcing bars 140a and 140b are connected to the exposed pile main reinforcing bars 136a and 136b. Thereby, the reinforcing bars 140a and 140b are fixed to the upper portion of the pile foundation 120. A hoop reinforcing bar 142 is disposed around the reinforcing reinforcing bars 140a and 140b. Thereafter, as shown in FIG. 3C, concrete 150 is placed on the pile foundation 120 so that the reinforcing reinforcing bars 140a and 140b and the anchor frame 134 are embedded.

上記構成によれば、図2に示した補強方法と同様の効果を得つつ、補強鉄筋140a・140bを杭主鉄筋136a・136bに連結することで補強強度を更に高めることが可能となる。   According to the above configuration, the reinforcing strength can be further increased by connecting the reinforcing reinforcing bars 140a and 140b to the pile main reinforcing bars 136a and 136b while obtaining the same effect as that of the reinforcing method shown in FIG.

図4は、単柱構造物100にかかる荷重を説明する図である。本実施形態の補強方法では、図2(b)および図3(b)に示すように杭基礎120の上にコンクリート150を打設してある。柱110に風圧や地震によって力がかかると、図4に示すように柱110の付け根である定着部(アンカーフレーム134およびアンカーボルト132a・132b)が曲げモーメントAを受ける。すると定着部には、一方側(図4ではアンカーボルト132b側)には圧縮応力Bがかかり、他方側(図4ではアンカーボルト132a側)には引張応力Cがかかる。   FIG. 4 is a diagram illustrating a load applied to the single pillar structure 100. In the reinforcing method of the present embodiment, concrete 150 is placed on the pile foundation 120 as shown in FIGS. 2 (b) and 3 (b). When a force is applied to the pillar 110 due to wind pressure or an earthquake, the anchoring portion (anchor frame 134 and anchor bolts 132a and 132b) as the base of the pillar 110 receives a bending moment A as shown in FIG. Then, a compressive stress B is applied to the fixing portion on one side (the anchor bolt 132b side in FIG. 4), and a tensile stress C is applied to the other side (anchor bolt 132a side in FIG. 4).

圧縮応力Bについては杭基礎120のコンクリートが荷重を受ける。引張応力がかかる側ではアンカーフレーム134は上方向に移動しようとするが、アンカーボルト132aおよび補強鉄筋140aが分散して荷重を受けることができる。これにより、アンカーボルト132aにかかる引張応力を低減することができ、杭基礎120の割裂を効果的に抑制することが可能となる。   For the compressive stress B, the concrete of the pile foundation 120 receives a load. The anchor frame 134 tends to move upward on the side where the tensile stress is applied, but the anchor bolts 132a and the reinforcing reinforcing bars 140a can be dispersed and receive a load. Thereby, the tensile stress concerning the anchor bolt 132a can be reduced and it becomes possible to suppress the splitting of the pile foundation 120 effectively.

補強鉄筋140a・140bの上端は、アンカーフレーム134より上まで突出させておくことが好ましい。アンカーフレーム134が図4に示すように複数枚のフランジを備えている場合には、上側のフランジより上まで突出させておくことが好ましい。さらには、補強鉄筋140a・140bの上端は、アンカーフレーム134の端から45度の延長線Lより上にまで伸びていることが好ましい。これにより、アンカーフレーム134からコンクリート150に加えられる引張応力を効果的に補強鉄筋140aによって受けることができる。   It is preferable that the upper ends of the reinforcing reinforcing bars 140a and 140b protrude above the anchor frame 134. When the anchor frame 134 includes a plurality of flanges as shown in FIG. 4, it is preferable that the anchor frame 134 protrude above the upper flange. Furthermore, it is preferable that the upper ends of the reinforcing bars 140a and 140b extend above the extension line L of 45 degrees from the end of the anchor frame 134. Thereby, the tensile stress applied to the concrete 150 from the anchor frame 134 can be effectively received by the reinforcing steel bars 140a.

図5は、本実施形態の単柱構造物100の補強方法による効果を説明する図である。図5中、実施例1は、単柱構造物100の補強に直径19mmの補強鉄筋を用いた例であり、実施例2は、単柱構造物100の補強に直径22mmの補強鉄筋を用いた例である。比較例1は、単柱構造物100に補強を行っていない、すなわち図1の状態であり、比較例2は、単柱構造物100の杭基礎に従来の巻き立て補強を行った例である。縦軸のモーメントMは、単柱構造物100の柱110にかけたモーメントであり、横軸の回転角θは、杭基礎120に対する柱110の回転角度(変形量)を示している。   FIG. 5 is a diagram for explaining the effect of the reinforcing method for the single-column structure 100 according to the present embodiment. In FIG. 5, Example 1 is an example in which a reinforcing bar having a diameter of 19 mm is used to reinforce the single column structure 100, and Example 2 uses a reinforcing bar having a diameter of 22 mm to reinforce the single column structure 100. It is an example. Comparative Example 1 does not reinforce the single pillar structure 100, that is, the state of FIG. 1, and Comparative Example 2 is an example in which conventional winding reinforcement is performed on the pile foundation of the single pillar structure 100. . The moment M on the vertical axis is a moment applied to the column 110 of the single-column structure 100, and the rotation angle θ on the horizontal axis indicates the rotation angle (deformation amount) of the column 110 with respect to the pile foundation 120.

図5に示すように、補強を行っていない比較例1では、応力をかけていくと単柱構造物100が徐々に変形し、1400kN・m弱の応力がかかった時点が降伏点となる。従来の巻き立て補強を行った比較例2では、応力をかけていったときの降伏点は、応力が1800kN・m弱の時点である。このことから、従来の巻き立て補強であっても単柱構造物100の変形に対しては効果があることが理解できる。   As shown in FIG. 5, in Comparative Example 1 in which reinforcement is not performed, the single pillar structure 100 is gradually deformed when stress is applied, and the yield point is when a stress of slightly less than 1400 kN · m is applied. In Comparative Example 2 in which conventional winding reinforcement is performed, the yield point when stress is applied is when the stress is less than 1800 kN · m. From this, it can be understood that even conventional winding reinforcement is effective for deformation of the single-column structure 100.

上記に対し、本実施形態の単柱構造物100の補強方法を適用した場合、直径19mmの補強鉄筋を用いた実施例1では、降伏点は、応力約2500kN・mの時点であり、直径22mmの補強鉄筋を用いた実施例2での降伏点は、応力3000kN・mの時点である。すなわち、比較例1では1400kN・m弱、比較例2では1800kN・m弱の応力までしか耐えられないのに対し、本実施形態の補強方法を施工した実施例1および2では、それらの1.8〜2.0倍の応力に耐えることが可能となる。このことから、本実施形態の補強方法を適用することにより、単柱構造物100、特にその杭基礎120の損傷を好適に抑制可能なことが理解できる。   On the other hand, when the method for reinforcing the single-column structure 100 of the present embodiment is applied, in Example 1 using a reinforcing bar having a diameter of 19 mm, the yield point is a point of time when the stress is about 2500 kN · m, and the diameter is 22 mm. The yield point in Example 2 using the above reinforcing steel bars is the point of time when the stress is 3000 kN · m. In other words, Comparative Example 1 can only withstand a stress of slightly less than 1400 kN · m, and Comparative Example 2 can withstand only a stress of slightly less than 1800 kN · m. It is possible to withstand a stress of 8 to 2.0 times. From this, it can be understood that by applying the reinforcing method of the present embodiment, damage to the single-column structure 100, particularly the pile foundation 120, can be suitably suppressed.

以上、添付図面を参照しながら本発明の好適な実施形態について説明したが、本発明は係る例に限定されないことは言うまでもない。当業者であれば、特許請求の範囲に記載された範疇内において、各種の変更例または修正例に想到し得ることは明らかであり、それらについても当然に本発明の技術的範囲に属するものと了解される。   As mentioned above, although preferred embodiment of this invention was described referring an accompanying drawing, it cannot be overemphasized that this invention is not limited to the example which concerns. It will be apparent to those skilled in the art that various changes and modifications can be made within the scope of the claims, and these are naturally within the technical scope of the present invention. Understood.

本発明は、一本の柱を一本の杭で支持する杭基礎を有する単柱構造物の補強方法に利用することができる。   INDUSTRIAL APPLICATION This invention can be utilized for the reinforcement method of the single column structure which has a pile foundation which supports one pillar with one pile.

100…単柱構造物、110…柱、120…杭基礎、122a…穴、122b…穴、132a…アンカーボルト、132b…アンカーボルト、134…アンカーフレーム、136a…杭主鉄筋、136b…杭主鉄筋、140a…補強鉄筋、140b…補強鉄筋、142…フープ鉄筋、150…コンクリート DESCRIPTION OF SYMBOLS 100 ... Single pillar structure, 110 ... Column, 120 ... Pile foundation, 122a ... Hole, 122b ... Hole, 132a ... Anchor bolt, 132b ... Anchor bolt, 134 ... Anchor frame, 136a ... Pile main reinforcement, 136b ... Pile main reinforcement 140a ... reinforcing bars, 140b ... reinforcing bars, 142 ... hoop reinforcing bars, 150 ... concrete

Claims (5)

一本の柱を一本の杭で支持する杭基礎と、
前記杭基礎から上方に突出するように定着されたアンカーボルトと、
前記柱の下部に設けられたフランジ状のアンカーフレームと、を有し、
前記アンカーボルトを前記アンカーフレームに締結することによって前記柱を前記杭基礎に定着させている単柱構造物の補強方法において、
前記杭基礎の上部に補強鉄筋を上方に突出するように定着させ、
前記補強鉄筋および前記アンカーフレームを埋設させるように前記杭基礎の上にコンクリートを打設することを特徴とする単柱構造物の補強方法。
A pile foundation that supports a single pillar with a single pile,
Anchor bolts fixed so as to protrude upward from the pile foundation,
A flange-shaped anchor frame provided at the bottom of the pillar,
In the method for reinforcing a single-column structure in which the pillar is fixed to the pile foundation by fastening the anchor bolt to the anchor frame,
Fix the reinforcing steel bar so that it protrudes upward at the top of the pile foundation,
A method for reinforcing a single-column structure, comprising placing concrete on the pile foundation so as to embed the reinforcing reinforcing bar and the anchor frame.
前記補強鉄筋は、前記杭基礎の上部に穿孔した穴に定着させることを特徴とする請求項1に記載の単柱構造物の補強方法。   The method for reinforcing a single-column structure according to claim 1, wherein the reinforcing reinforcing bar is fixed in a hole drilled in an upper portion of the pile foundation. 前記補強鉄筋は、前記杭基礎の上部を斫って露出させた杭主鉄筋に連結させることを特徴とする請求項1または2に記載の単柱構造物の補強方法。   The method for reinforcing a single-column structure according to claim 1, wherein the reinforcing reinforcing bar is connected to a pile main reinforcing bar exposed over an upper portion of the pile foundation. 前記杭基礎の上に打設するコンクリートは、該杭基礎と同等の幅であることを特徴とする請求項1から3のいずれか1項に記載の単柱構造物の補強方法。   The method for reinforcing a single-column structure according to any one of claims 1 to 3, wherein the concrete placed on the pile foundation has a width equivalent to that of the pile foundation. 前記補強鉄筋は、前記アンカーフレームより上まで突出していることを特徴とする請求項1から4のいずれか1項に記載の単柱構造物の補強方法。   5. The method for reinforcing a single-column structure according to claim 1, wherein the reinforcing reinforcing bars protrude above the anchor frame.
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JPH0393923A (en) * 1989-09-06 1991-04-18 Mitsui Constr Co Ltd Connection method of steel pillar of cast-in-place pile and connection structure
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JPH0860614A (en) * 1994-08-25 1996-03-05 Mitsubishi Chem Corp Expansion method of elevated road
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JPH1096329A (en) * 1996-09-24 1998-04-14 Fujita Corp Earthquake resistance reinforcing method for existing building
JPH1181703A (en) * 1997-09-01 1999-03-26 Shiiku Kenkyusho:Kk Earthquake resistant reinforcing method for outside of building in consideration of disaster
US6438904B1 (en) * 1999-12-17 2002-08-27 Mitsubishi Heavy Industries, Ltd. Root wrapping type aseismic reinforcement construction and method for base of column member
JP2009007818A (en) * 2007-06-28 2009-01-15 Takenaka Komuten Co Ltd Joint structure of column and pile
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* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS5931311A (en) * 1982-08-12 1984-02-20 Hasegawa Komuten Co Ltd Construction work of on-site concrete pile
JPH0393923A (en) * 1989-09-06 1991-04-18 Mitsui Constr Co Ltd Connection method of steel pillar of cast-in-place pile and connection structure
JPH06212646A (en) * 1993-01-18 1994-08-02 Taisei Corp Preventing method for structure from floating up by use of exisiting pile
JPH0860614A (en) * 1994-08-25 1996-03-05 Mitsubishi Chem Corp Expansion method of elevated road
JPH1018424A (en) * 1996-07-02 1998-01-20 Takenaka Komuten Co Ltd Root wrapping reinforcing structure of column base of steel post or the like
JPH1096329A (en) * 1996-09-24 1998-04-14 Fujita Corp Earthquake resistance reinforcing method for existing building
JPH1181703A (en) * 1997-09-01 1999-03-26 Shiiku Kenkyusho:Kk Earthquake resistant reinforcing method for outside of building in consideration of disaster
US6438904B1 (en) * 1999-12-17 2002-08-27 Mitsubishi Heavy Industries, Ltd. Root wrapping type aseismic reinforcement construction and method for base of column member
JP2009007818A (en) * 2007-06-28 2009-01-15 Takenaka Komuten Co Ltd Joint structure of column and pile
KR100934934B1 (en) * 2009-06-19 2010-01-06 서한전기공업(주) Foundation of lamppost with horizontality balancer

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