JPH0931918A - Reinforcing method for column-shaped structure - Google Patents
Reinforcing method for column-shaped structureInfo
- Publication number
- JPH0931918A JPH0931918A JP18148995A JP18148995A JPH0931918A JP H0931918 A JPH0931918 A JP H0931918A JP 18148995 A JP18148995 A JP 18148995A JP 18148995 A JP18148995 A JP 18148995A JP H0931918 A JPH0931918 A JP H0931918A
- Authority
- JP
- Japan
- Prior art keywords
- panel
- cable
- tension
- columnar structure
- coated
- 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.)
- Granted
Links
Landscapes
- Working Measures On Existing Buildindgs (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、滑らかな凸状横断
面プロフィル、例えば円形断面、楕円形断面、長円形断
面などを有する橋脚や柱などの既設の柱状構造物の補強
方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for reinforcing an existing columnar structure such as a pier or a column having a smooth convex cross-sectional profile, for example, a circular cross section, an elliptical cross section, an oval cross section, or the like.
【０００２】[0002]
【従来の技術】阪神大災害を機会に橋脚や、建物の柱な
どの耐震性が問題となり、構造物の耐震基準の見直しや
従前の耐震基準で構築された既設構造物の補強などが緊
急の課題となってきた。既設構造物の補強方法として
は、例えば橋脚においては既設橋脚の表面をチッピング
し、補強用鉄筋を添設して型枠で囲いコンクリートを増
し打ちすることによって断面積を増やす方法や、橋脚表
面にシート状の炭素系繊維などを接着する方法などが行
われている。2. Description of the Related Art Seismic resistance of bridge piers and building columns has become an issue in the aftermath of the Great Hanshin Earthquake, and it is urgent to review seismic standards for structures and reinforce existing structures built based on previous seismic standards. It has been an issue. As a method of reinforcing the existing structure, for example, in the case of a pier, a method of chipping the surface of the existing pier, adding a reinforcing steel bar, enclosing it with a formwork and increasing the cross-sectional area by adding concrete, or increasing the cross-sectional area of the pier surface A method of bonding sheet-like carbon-based fibers and the like has been performed.
【０００３】[0003]
【発明が解決しようとする課題】前者のコンクリートを
増し打ちする方法は、チッピング、鉄筋添設、型枠の組
立・解体に手間が掛かり、後者のシートを接着する方法
は簡便ではあるものの、何れの方法も構造物に過大な荷
重が作用し変形が生じて初めて補強材に荷重負担が遷移
する構造系となっている。However, the former method of additionally striking concrete requires time and effort in chipping, rebar attachment, and assembling and disassembling of a formwork, and the latter method of bonding sheets is simple, but any method can be used. The method of (1) is also a structural system in which an excessive load acts on the structure and the load is transferred to the reinforcing member only after deformation occurs.
【０００４】本発明はこのような欠点を除去した補強方
法を提供するもので、柱状構造物に対して現場での鉄
筋、型枠の組払いを不要にすると共に、補強構造を既設
構造物と力学的に一体化し、補強部が通常の荷重状態時
から荷重負担をし、構造物の変位そのものを抑制する構
造系とする。[0004] The present invention provides a reinforcing method that eliminates such drawbacks. The present invention eliminates the necessity of assembling reinforcing bars and formwork on site for a columnar structure, and also makes the reinforcing structure compatible with an existing structure. A structural system that is mechanically integrated so that the reinforcing portion bears the load even under normal load conditions and suppresses the displacement itself of the structure.
【０００５】[0005]
【課題を解決するための手段】本発明は、上記問題点を
解決するために開発されたものであって、滑らかな凸状
横断面プロフィルを有する既設柱状構造物を補強するに
当り、周方向に複数分割された被覆パネルであって、補
強材が既設柱状構造物外周に螺旋状になるように補強材
挿通ダクトを埋設した被覆パネルを、該既設柱状構造物
外周面に添設し、該被覆パネルと前記既設柱状構造物と
の間にコンクリート又はモルタルを充填し、緊張材を前
記被覆パネル内を挿通して螺旋状に配設し、該緊張材に
一端側から順次プレストレスを導入することを特徴とす
る柱状構造物の補強方法である。SUMMARY OF THE INVENTION The present invention has been developed in order to solve the above-mentioned problems, and is intended to reinforce an existing columnar structure having a smooth convex cross-sectional profile. A covering panel in which a reinforcing material insertion duct is embedded so that the reinforcing material is spirally formed around the existing columnar structure, and the reinforcing panel is attached to the outer peripheral surface of the existing columnar structure. Concrete or mortar is filled between the covering panel and the existing columnar structure, and a tendon is inserted spirally through the inside of the cover panel, and prestress is sequentially introduced to the tendon from one end side. This is a method for reinforcing a columnar structure.
【０００６】この場合に、さらに、前記被覆パネルの鉛
直方向にもプレストレスを導入することとすれば好適で
ある。[0006] In this case, it is preferable that a prestress is further introduced in the vertical direction of the covering panel.
【０００７】[0007]
【発明の実施の形態】本発明は、滑らかな凸状横断面プ
ロフィル、例えば、円形断面、楕円形断面、長円形断面
などを有する既設柱状構造物の補強方法に関するもの
で、滑らかな凸状横断面プロフィルの曲面にほぼ合致す
る被覆パネルを構造物の外表面に添設する。この被覆パ
ネルは、周方向に複数個に分割された被覆パネルであ
る。この複数個のパネルの分割面は互いに間隔を開けて
隙間を形成するようにしておく。被覆パネル内にはあら
かじめ緊張材挿通ダクトを埋設しておく。この緊張材挿
通ダクトは、緊張材が構造物に対して螺旋状に巻き付け
られるように形成しておく。構造物外表面と被覆パネル
との間に、均一な緊張力の伝達ができるようになじみ材
としての裏込めコンクリートまたはモルタルを充填す
る。その後、螺旋状のダクトに緊張材を挿通し、これを
順次緊張して定着する。このことによって、被覆パネル
を構造物の表面に緊着すると同時に、緊張材によって構
造物の中心に向けて圧縮力を付与する。なお、上記被覆
パネルは鉛直方向にもプレストレスを導入することによ
って耐力を向上させる。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method of reinforcing an existing columnar structure having a smooth convex cross-sectional profile, for example, a circular cross-section, an elliptical cross-section, an oval cross-section, etc. A covering panel substantially conforming to the curved surface of the surface profile is applied to the outer surface of the structure. This covering panel is a covering panel divided into a plurality in the circumferential direction. The divided surfaces of the plurality of panels are spaced from each other to form a gap. A tendon insertion duct is embedded in the covering panel in advance. The tendon insertion duct is formed so that the tendon is spirally wound around the structure. Between the outer surface of the structure and the cover panel, backfilling concrete or mortar as a familiar material is filled so as to allow uniform transmission of tension force. Thereafter, a tension member is inserted into the spiral duct, and the tension member is sequentially tensioned and fixed. This secures the covering panel to the surface of the structure while at the same time applying a compressive force towards the center of the structure by the tendon. In addition, the coated panel improves the proof stress by introducing prestress also in the vertical direction.
【０００８】以下、図面を参照して、本発明を詳細に説
明する。図１は本発明の実施例を示す説明図である。例
えば円形断面を有する橋脚１０を補強する場合に、その
外表面を被覆する複数個の被覆パネル１ａ、１ｂ、１
ｃ、１ｄ、…を製作し、これらの被覆パネルを橋脚１０
の外表面を被覆するように橋脚１０に添設する。被覆パ
ネル１は、例えば、橋脚１０の外周を４分割した、４分
円の適宜の長手方向長さのパネルで、例えば、ＰＣ鋼線
３を内蔵したプレテンション方式のプレストレストコン
クリートで形成されている。被覆パネル１は、各パネル
の周方向の隣接端面４が互いに大きく開いている。この
パネルは、ＰＣケーブル２を螺旋状に挿通することがで
きるダクトを内蔵している。被覆パネル内に形成されて
いるダクトにＰＣケーブル２を挿通すると、各パネルの
周方向端面の間が開いている部分に、ＰＣケーブル２が
露出する。この露出したＰＣケーブルに緊張装置を係止
して、ＰＣケーブル２を一方の端部から順次緊張する。Hereinafter, the present invention will be described in detail with reference to the drawings. FIG. 1 is an explanatory diagram showing an embodiment of the present invention. For example, when reinforcing the pier 10 having a circular cross section, a plurality of covering panels 1a, 1b, 1
c, 1d,..., and these coated panels are
Is attached to the pier 10 so as to cover the outer surface of the pier. The covering panel 1 is, for example, a panel having an appropriate longitudinal length of a quadrant obtained by dividing the outer periphery of the pier 10 into four, and is formed of, for example, a pretensioned prestressed concrete in which the PC steel wire 3 is incorporated. . In the covering panel 1, the peripheral end faces 4 in the circumferential direction of each panel are largely open from each other. This panel has a built-in duct through which the PC cable 2 can be spirally inserted. When the PC cable 2 is inserted through the duct formed in the cover panel, the PC cable 2 is exposed at the portion where the circumferential end faces of the panels are open. The tension device is locked to the exposed PC cable, and the PC cable 2 is sequentially tensioned from one end.
【０００９】図２はこのＰＣケーブル２の緊張方法を示
す模式図で、螺旋状に配設されたＰＣケーブル２を示し
ている。ＰＣケーブル２の下端を構造物の一部に設けた
固定部５に固定する。緊張装置２０ａをこの固定部５か
ら、１回の緊張長さだけ隔てた位置のＰＣケーブルの位
置に係着し、さらにこの緊張装置２０ａから次の１回の
緊張長さだけ隔てた位置に次の緊張装置２０ｂを係着す
る。１回の緊張長さは構造物の１周以下とするのがよ
い。これらの係着位置は、被覆パネル１の円周分割面の
間の位置とする。先ず、緊張装置２０ａにより、ＰＣケ
ーブル２の固定端から緊張装置２０ａまでの部分を緊張
する。次に緊張装置２０ｂにより、緊張装置２０ａ、２
０ｂの間のＰＣケーブルを緊張する。緊張装置２０ｂを
緊張状態に保ったまま、緊張装置２０ａを取り外し、矢
印１１で示すように、次の緊張位置に緊張装置２０ａを
移設し、緊張装置２０ｂと移設した緊張装置２０ａとの
間ＰＣケーブルを緊張する。ついで、この緊張装置２０
ａを緊張状態に保ったまま、緊張装置２０ｂを矢印１２
で示すように、次の緊張位置に移設する。以下同様に、
移設した緊張装置を緊張状態に保持し、後方の緊張装置
を前方に移設して、順次緊張を繰り返す。FIG. 2 is a schematic diagram showing a method of tensioning the PC cable 2, showing the PC cable 2 arranged in a spiral. The lower end of the PC cable 2 is fixed to a fixing part 5 provided on a part of the structure. The tensioning device 20a is engaged with the position of the PC cable at a position separated from the fixing portion 5 by one tension, and is further moved to a position separated from the tensioning device 20a by the next tension. Of the tension device 20b. The length of a single tension is preferably not more than one round of the structure. These engagement positions are positions between the circumferential division surfaces of the covering panel 1. First, the portion from the fixed end of the PC cable 2 to the tension device 20a is tensioned by the tension device 20a. Next, the tensioning devices 20a, 2
Tension the PC cable between 0b. With the tensioning device 20b kept in a tensioned state, the tensioning device 20a is removed, and as shown by an arrow 11, the tensioning device 20a is moved to the next tensioning position, and a PC cable is connected between the tensioning device 20b and the moved tensioning device 20a. Nervous. Then, the tension device 20
a while the tensioning device 20b is in the direction indicated by the arrow 12
As shown by, move to the next tensioned position. Similarly,
The transferred tensioning device is held in tension, and the rear tensioning device is moved forward, and the tension is sequentially repeated.
【００１０】緊張が最上端に達したら、ＰＣケーブルの
上端部を構造物に定着し緊張を終了する。ついで、被覆
パネル相互間の隙間に跡埋めコンクリート又はモルタル
８を充填して補強工程を終了する。図３は補強工程終了
後の構造物断面の一部を示すものである。橋脚１０の外
面に被覆パネル１ａ、１ｂが被覆され、その背面に裏込
めモルタル７が充填され、被覆パネルの中に埋設された
シース６中にＰＣケーブル２が緊張配設され、被覆パネ
ルの間には跡埋めコンクリート８が埋め込まれている。When the tension reaches the uppermost end, the upper end of the PC cable is fixed to the structure and the tension is terminated. Next, the gap between the covering panels is filled with trace filling concrete or mortar 8 to complete the reinforcing process. FIG. 3 shows a part of the cross section of the structure after the reinforcement process. The outer surface of the pier 10 is covered with the covering panels 1a and 1b, the back surface of which is filled with backfill mortar 7, and the PC cable 2 is tensioned in the sheath 6 embedded in the covering panel. Is filled with concrete.
【００１１】図４に、緊張装置の一例を示した。図４
（ａ）（ｂ）（ｃ）はそれぞれ、緊張装置２０の正面
図、側面図、背面図である。この緊張装置は、ジャッキ
であって双胴の油圧シリンダ２１、２１はホース金具２
２、２２から圧油を供給されてラム２３を直線運動させ
る。油圧シリンダ２１、２１は押えプレート２４、２４
を備え、その内部に楔２５、２５を備えている。この楔
２５、２５はＰＣケーブル２に係止する。この緊張装置
は、張設されているＰＣケーブルの中途位置に横方向か
ら係止することができるようになっている。この緊張装
置２０をＰＣケーブル２の横方向からＰＣケーブルに係
止させて、ラムの先端の反力板２６を被覆パネルの端面
に当接させ、油圧を供給してラムを押し出すと、楔２５
はＰＣケーブル２を掴んで図４（ｂ）の向かって下方に
引っ張る。２台の緊張装置２０ａ、２０ｂを直列にＰＣ
ケーブルに係止させ、交互に緊張、停止、移設、緊張を
繰り返すと、ＰＣケーブルを順次緊張することができ
る。なお、この緊張装置は垂直作業目地内で作動させる
ので、ジャッキのフルストローク時でも垂直作業目地幅
以下の機長Ｌのものとする。FIG. 4 shows an example of the tensioning device. FIG.
(A), (b), and (c) are a front view, a side view, and a rear view of the tensioning device 20, respectively. This tensioning device is a jack, and the twin-body hydraulic cylinders 21 are connected to the hose fitting 2.
The ram 23 is linearly moved by the supply of pressure oil from 2 and 22. Hydraulic cylinders 21, 21 are holding plates 24, 24
And wedges 25 and 25 are provided therein. The wedges 25 are locked to the PC cable 2. This tensioning device can be laterally locked at an intermediate position of the stretched PC cable. When the tensioning device 20 is locked to the PC cable from the side of the PC cable 2 and the reaction force plate 26 at the tip of the ram is brought into contact with the end surface of the covering panel, and hydraulic pressure is supplied to push out the ram, the wedge 25
Grips the PC cable 2 and pulls it downward as shown in FIG. PC with two tensioning devices 20a and 20b connected in series
When the cable is locked to the cable and the tension, stop, transfer, and tension are alternately repeated, the PC cable can be sequentially tensioned. Since this tensioning device is operated in the vertical work joint, the machine length L is equal to or less than the vertical work joint width even when the jack is full stroke.
【００１２】[0012]
【実施例】直径３ｍの円筒状柱状部を持つ橋脚の地上部
５ｍを被覆補強した例について以下に説明する。柱状部
周長は、３．０πであるから９．４２ｍである。被覆パ
ネルの裏込め充填モルタルの厚さを５ｃｍとし、被覆パ
ネルの厚さを２２ｃｍとして、パネル裏面周長は、３．
１π≒９．７４ｍである。被覆パネルは円周を４分割す
るものとし、被覆パネル相互間の垂直作業目地を３０ｃ
ｍとし、 （９．７４−（４×０．３））／４≒２．２ｍ の曲面幅をもつ被覆パネルを製造した。被覆パネルの長
手方向寸法は５ｍとした。被覆パネル１枚の重量は約
６．４トンとなった。DESCRIPTION OF THE PREFERRED EMBODIMENTS A description will be given below of an example in which a pier having a cylindrical columnar portion having a diameter of 3 m is covered and reinforced at a height of 5 m above the ground. Since the columnar part circumference is 3.0π, it is 9.42 m. The thickness of the backfill mortar of the coated panel was 5 cm, the thickness of the coated panel was 22 cm, and the perimeter of the back of the panel was 3.
1π ≒ 9.74 m. The covering panel shall divide the circumference into four, and the vertical joint between the covering panels shall be 30c.
m, and a coated panel having a curved surface width of (9.74− (4 × 0.3)) / 4 ≒ 2.2 m was manufactured. The longitudinal dimension of the coated panel was 5 m. The weight of one coated panel was about 6.4 tons.
【００１３】被覆パネルは、工場製品とし、橋脚の外表
面に組立後円周方向に螺旋状にＰＣ緊張材を配設するこ
とが可能なように、ダクトシースを配置し、パネル鉛直
方向はプレテンション方式でプレストレスを導入した。
この被覆パネルを現地に搬入し、橋脚フーチングに測量
墨出しをしてフーチング上に柱状部に添えて設定円周上
に立設して、転倒防止の仮支持をした。The covering panel is a factory product, and a duct sheath is arranged on the outer surface of the pier so that the PC tendon can be spirally arranged in the circumferential direction after assembly on the outer surface of the pier. Prestress was introduced in a manner.
The coated panel was transported to the site, surveyed and printed on the pier footing, erected on the set circumference on the footing along with the columnar portion, and temporarily supported to prevent falling.
【００１４】各被覆パネルの上端を橋脚から所定間隔を
取って固定し、垂直作業目地に型枠を組立て、橋脚表面
とパネル裏面間に裏込めモルタルを充填する。裏込めモ
ルタルが硬化したら、型枠を撤去してＰＣ緊張材を最下
段から螺旋状にシースダクトにプッシュスルーマシーン
を使用して挿入する。螺旋状に緊張材の挿入が終わった
ら、被覆パネルの最下段の緊張材端に楔とスリーブから
なる定着具を組み付けて定着する。図４に示す双胴の油
圧シリンダをもつ、揚量１５ｔｏｎ，揚程５０ｍｍのツ
インジャッキ（緊張装置）を２台用意し、１番目のジャ
ッキを螺旋状緊張材端から１周上段位置の垂直作業目地
のＰＣ緊張材に装着して、螺旋状ＰＣケーブルの固定端
と現ジャッキ位置間のＰＣ緊張材を緊張する。ツインジ
ャッキは展張されている緊張材の中途位置で緊張材を掴
持可能な構造のものである。The upper end of each covering panel is fixed at a predetermined distance from the pier, a formwork is assembled on a vertical joint, and backfill mortar is filled between the pier surface and the back surface of the panel. When the backfill mortar has hardened, the form is removed and the PC tendon is spirally inserted from the bottom into the sheath duct using a push-through machine. After the insertion of the tension material in a spiral shape, a fixing tool composed of a wedge and a sleeve is assembled and fixed to the end of the tension material at the bottom of the covering panel. Two twin jacks (tensing devices) having a lifting height of 15 tons and a head of 50 mm having the twin-hull hydraulic cylinder shown in FIG. 4 are prepared, and the first jack is a vertical work joint one upper position from the end of the spiral tendon material. To the PC tendon between the fixed end of the spiral PC cable and the current jack position. The twin jack has a structure in which the tendon can be gripped at an intermediate position of the stretched tendon.
【００１５】１番目のジャッキの緊張状態を保持したま
ま、２番目のジャッキを更に上段の垂直作業目地のＰＣ
緊張材に装着して、１番目ジャッキ位置、２番目ジャッ
キ位置間のＰＣ緊張材を緊張する。２番目のジャッキの
緊張状態を保持しておき、１番目ジャッキの緊張を解放
して取り外し、２番目ジャッキの上方の緊張位置に移動
しＰＣ緊張材を緊張する。While maintaining the tension state of the first jack, the second jack is further connected to the PC at the upper vertical joint.
Attach to the tendon to tension the PC tendon between the first jack position and the second jack position. With the tension of the second jack kept, the tension of the first jack is released and removed, and the PC is moved to the tension position above the second jack to tension the PC tendon.
【００１６】以上の工程を最上部ＰＣケーブル端まで順
次に繰り返し、螺旋状ＰＣケーブルの上端でＰＣケーブ
ルを最終定着をする。その後、シースダクトにグラウト
を注入し、垂直作業目地の後埋めコンクリートを施工し
て補強が完了する。本発明の緊張スパイラル周を半周、
１周、複数周とするかの選定はＰＣ緊張材とシースダク
トとの摩擦を考慮し最も効率的な長さの周とすることが
できる。The above steps are sequentially repeated up to the uppermost PC cable end, and the PC cable is finally fixed at the upper end of the spiral PC cable. After that, grout is injected into the sheath duct, and post-fill concrete for vertical work joints is constructed to complete the reinforcement. Half the circumference of the tension spiral of the present invention,
The selection of one round or multiple rounds can be made the most efficient round in consideration of the friction between the PC tension member and the sheath duct.
【００１７】また、本発明の螺旋状緊張材の緊張方法
は、最終的な定着具を各螺旋状ＰＣケーブルの両端の２
個とすることができるので経済的である。上記実施例で
は、断面が真円形の柱状構造物について述べたが、断面
プロフィルが楕円状構造物でも可能であり、また被覆パ
ネルの分割数についても重量・サイズなど輸送上の考慮
をして適宜決定すればよい。Further, in the method of tightening the spiral tension member of the present invention, the final fixing device is provided with two ends of each spiral PC cable.
It is economical because it can be individual. In the above embodiment, a columnar structure having a perfectly circular cross section has been described. However, an elliptical structure may be used for the cross-sectional profile, and the number of divisions of the covering panel may be appropriately determined in consideration of transportation such as weight and size. You only have to decide.
【００１８】[0018]
【発明の効果】本発明の補強方法によれば、鉄筋、型枠
の組払いを最小限に止め、また円周方向、パネル鉛直方
向にプレストレスを導入することにより、より高い耐力
を付与することが可能となった。According to the reinforcing method of the present invention, a higher strength is imparted by minimizing the rebar and formwork as well as by introducing prestress in the circumferential direction and the vertical direction of the panel. It became possible.
【図１】本発明方法を説明する模式的斜視図である。FIG. 1 is a schematic perspective view illustrating a method of the present invention.
【図２】実施例の緊張方法の原理説明図である。FIG. 2 is a diagram illustrating the principle of the tensioning method according to the embodiment.
【図３】実施例の部分断面図である。FIG. 3 is a partial sectional view of the embodiment.
【図４】実施例の緊張装置の３面図である。FIG. 4 is a three side view of the tensioning device of the embodiment.
【符号の説明】 １ 被覆パネル ２ ＰＣケーブ
ル ３ ＰＣ鋼線 ４ 端面 ５ 固定部 ６ シース ７ 裏込めモルタル ８ 跡埋めコン
クリート １０ 橋脚 １１ 矢印 １２ 矢印 ２０ 緊張装置 ２１ 油圧シリンダ ２２ ホース金具 ２３ ラム ２４ 押えプレー
ト ２５ 楔 ２６ 反力板[Explanation of symbols] 1 Cover panel 2 PC cable 3 PC steel wire 4 End face 5 Fixing part 6 Sheath 7 Backfilling mortar 8 Trace-filled concrete 10 Bridge pier 11 Arrow 12 Arrow 20 Tensioner 21 Hydraulic cylinder 22 Hose fitting 23 Ram 24 Holding plate 25 wedge 26 reaction plate
Claims (2)
既設柱状構造物を補強するに当り、周方向に複数分割さ
れた被覆パネルであって、補強材が既設柱状構造物外周
に螺旋状になるように補強材挿通ダクトを埋設した被覆
パネルを、該既設柱状構造物外周面に添設し、該被覆パ
ネルと前記既設柱状構造物との間にコンクリート又はモ
ルタルを充填し、緊張材を前記被覆パネル内を挿通して
螺旋状に配設し、該緊張材に一端側から順次プレストレ
スを導入することを特徴とする柱状構造物の補強方法。1. A covering panel divided into a plurality of pieces in a circumferential direction to reinforce an existing columnar structure having a smooth convex cross-sectional profile, wherein the reinforcing member is spirally formed around the existing columnar structure. A covering panel in which a reinforcing material insertion duct is embedded as described above is attached to the outer peripheral surface of the existing columnar structure, and concrete or mortar is filled between the covering panel and the existing columnar structure, and the tendon is covered with the covering material. A method for reinforcing a columnar structure, characterized in that the columnar structure is inserted through a panel and arranged in a spiral shape, and prestress is sequentially introduced into the tendons from one end side.
プレストレスを導入することを特徴とする請求項１記載
の柱状構造物の補強方法。2. The method for reinforcing a columnar structure according to claim 1, further comprising introducing a prestress in the vertical direction of the covering panel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP18148995A JP2667134B2 (en) | 1995-07-18 | 1995-07-18 | Reinforcement method for columnar structures |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP18148995A JP2667134B2 (en) | 1995-07-18 | 1995-07-18 | Reinforcement method for columnar structures |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0931918A true JPH0931918A (en) | 1997-02-04 |
| JP2667134B2 JP2667134B2 (en) | 1997-10-27 |
Family
ID=16101660
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP18148995A Expired - Fee Related JP2667134B2 (en) | 1995-07-18 | 1995-07-18 | Reinforcement method for columnar structures |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2667134B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008133725A (en) * | 2008-03-06 | 2008-06-12 | Public Works Research Institute | Reinforced concrete pier |
| 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 |
| CN112096108A (en) * | 2020-08-26 | 2020-12-18 | 河海大学 | Embedded external prestress implementation system and RC column reinforcing construction method thereof |
| CN113699899A (en) * | 2021-08-25 | 2021-11-26 | 江苏泊翔结构加固工程有限公司 | Single-column pier bridge antidumping bracing reinforcing apparatus |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP6446969B2 (en) * | 2014-10-06 | 2019-01-09 | 新日鐵住金株式会社 | Reinforcing method for existing tower and segment for reinforcing tower |
-
1995
- 1995-07-18 JP JP18148995A patent/JP2667134B2/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008133725A (en) * | 2008-03-06 | 2008-06-12 | Public Works Research Institute | Reinforced concrete pier |
| 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 |
| CN112096108A (en) * | 2020-08-26 | 2020-12-18 | 河海大学 | Embedded external prestress implementation system and RC column reinforcing construction method thereof |
| CN112096108B (en) * | 2020-08-26 | 2021-07-23 | 河海大学 | Embedded external prestress implementation system and RC column reinforcing construction method thereof |
| CN113699899A (en) * | 2021-08-25 | 2021-11-26 | 江苏泊翔结构加固工程有限公司 | Single-column pier bridge antidumping bracing reinforcing apparatus |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2667134B2 (en) | 1997-10-27 |
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