JPH11140823A - Reinforcing jig for concrete structure, reinforcing structure using it, and reinforcing work execution method - Google Patents

Reinforcing jig for concrete structure, reinforcing structure using it, and reinforcing work execution method

Info

Publication number
JPH11140823A
JPH11140823A JP9306123A JP30612397A JPH11140823A JP H11140823 A JPH11140823 A JP H11140823A JP 9306123 A JP9306123 A JP 9306123A JP 30612397 A JP30612397 A JP 30612397A JP H11140823 A JPH11140823 A JP H11140823A
Authority
JP
Japan
Prior art keywords
reinforcing
concrete structure
jig
rod
hole
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
Application number
JP9306123A
Other languages
Japanese (ja)
Other versions
JP3582971B2 (en
Inventor
Masakatsu Fukuoka
政勝 福岡
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
KYORYO HOZEN KK
Original Assignee
KYORYO HOZEN KK
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by KYORYO HOZEN KK filed Critical KYORYO HOZEN KK
Priority to JP30612397A priority Critical patent/JP3582971B2/en
Publication of JPH11140823A publication Critical patent/JPH11140823A/en
Application granted granted Critical
Publication of JP3582971B2 publication Critical patent/JP3582971B2/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0255—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements whereby the fiber reinforced plastic elements are stressed
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0255—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements whereby the fiber reinforced plastic elements are stressed
    • E04G2023/0259—Devices specifically adapted to stress the fiber reinforced plastic elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0262—Devices specifically adapted for anchoring the fiber reinforced plastic elements, e.g. to avoid peeling off

Landscapes

  • Bridges Or Land Bridges (AREA)
  • Working Measures On Existing Buildindgs (AREA)

Abstract

PROBLEM TO BE SOLVED: To execute a work so as not to decrease the strength of a concrete structure to be repaired and reinforced and suppress the growth of an initiated crack. SOLUTION: At the time of driving an anchor pin 5 into a floor slab in correspondence with the intersection point part of a grated reinforcing net 4 (4a, 4b), a prestress can be imparted to the reinforcing net 4 by a taper 5c formed at the anchor pin 5. Epoxy resin 7 is fed into a placing hole 1b from a filling hole 5d piercing the anchor pin 5, and the epoxy resin 7 can be fed between the surface of the floor slab and coating layers 6 (6a, 6b) and over to an initiated crack part from the placing hole 1b.

Description

【発明の詳細な説明】DETAILED DESCRIPTION OF THE INVENTION

【０００１】[0001]

【発明の属する技術分野】本発明は、たとえば橋梁等の
コンクリート構造物の補強に係り、特に亀裂を生じた橋
梁床版や壁体の補修のほか既設構造物に対して新たに鉄
筋を追加施工して補強するための補強用治具とこれを用
いた補強構造及びその補強施工方法に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to the reinforcement of concrete structures such as bridges, and more particularly to the repair of cracked bridge slabs and walls and the addition of new reinforcing bars to existing structures. TECHNICAL FIELD The present invention relates to a reinforcing jig for performing reinforcement by using the same, a reinforcing structure using the same, and a method of reinforcing the same.

【０００２】[0002]

【従来の技術】コンクリート構造によって構築される道
路橋では、車両の通過による動荷重を繰り返し受けるた
め、道路橋の主要部材の中でも橋梁の床版に対する負荷
はかなり大きい。そして、橋梁自身が持つ強度に対し
て、過大な負荷の繰り返しや衝撃荷重が大きかったり耐
用年限を大きく越えたりすると、床版の下面にクラック
が発生し、このクラックは次第に下面を縦横に走るよう
にまでなって細網化し、コンクリートの剥落などを招く
ことになる。2. Description of the Related Art In a road bridge constructed of a concrete structure, a dynamic load due to the passage of a vehicle is repeatedly received, so that a load on a floor slab of the bridge is considerably large among the main members of the road bridge. If the bridge itself repeats excessive load, impact load, or greatly exceeds the service life of the bridge itself, cracks will occur on the underside of the floor slab. It becomes a fine mesh until the concrete comes off, and so on.

【０００３】このようなクラックの発生は、コンクリー
ト中の鉄筋の腐食や破断の原因となるので、通常の場合
はクラックが発生した初期の段階で床版を補強すること
が好ましいとされている。この床版の補修施工として
は、クラック内にエポキシ樹脂などを注入する樹脂注入
法や、床版に発生した空洞部分やコンクリート剥離部分
をセメントモルタルで修復する断面修復工法が従来から
行われている。[0003] Since the occurrence of such cracks causes corrosion or breakage of reinforcing steel in concrete, it is generally considered preferable to reinforce the floor slab at the initial stage of the occurrence of cracks. As the repair work of this floor slab, a resin injection method of injecting an epoxy resin or the like into a crack and a cross section repair method of repairing a hollow portion or a concrete peeling portion generated in the floor slab with cement mortar have been conventionally performed. .

【０００４】ところが、これらの工法の殆どは破損部位
の修復を主な目的とするものであって、鉄筋の腐食の進
行等を防くことなどには有効であるものの、構造物自体
の強度を上げるという施工には対応できない。これに対
し、橋梁などを含めて既設のコンクリート構造体に対し
て好適な補修及び補強のための施工及びこのための治具
も既に開発され、たとえば特許第２５２１６４４号の特
許公報に記載されたものがその一例として挙げられる。[0004] However, most of these methods are mainly for the purpose of repairing a damaged portion, and are effective in preventing the progress of corrosion of a reinforcing bar, etc., but the strength of the structure itself is reduced. We cannot cope with construction to raise. On the other hand, construction for repair and reinforcement suitable for existing concrete structures including bridges and the like and jigs therefor have already been developed, for example, those described in Japanese Patent No. 2521644. Is an example.

【０００５】この公報に記載の補強構造は、たとえば施
工対象が橋梁の床版であれば、この床版の下面に沿って
格子状に編んだ網鉄筋を配置し、この網鉄筋の鉄筋どう
しがほぼ直交して交差する部分に沿って床版にアンカー
ピンを打ち込んで網鉄筋を床版の下面に裏打ちするとい
うものである。そして、アンカーピンにはそのヘッド側
にテーパ部を形成しておき、このテーパ部分を鉄筋が交
差する部分に当たるように打設することで、網鉄筋に対
してプレストレスを加えるようにし、更に網鉄筋の全体
を樹脂モルタルで封止する施工が行われる。[0005] In the reinforcement structure described in this publication, for example, if the object to be constructed is a bridge slab, mesh reinforcing bars braided in a lattice pattern are arranged along the lower surface of the slab, and the reinforcing bars of the mesh reinforcing members are connected to each other. An anchor pin is driven into the floor slab along a portion that intersects substantially orthogonally, and the reinforcing bar is lined with the lower surface of the floor slab. A tapered portion is formed on the head side of the anchor pin, and the tapered portion is driven so as to hit a portion where the reinforcing bar intersects, so that a prestress is applied to the reinforcing bar. An operation of sealing the entire rebar with resin mortar is performed.

【０００６】このようなピンと網鉄筋を用いた施工であ
れば、床版に網鉄筋を一体に接合する構造体が得られる
ので、床版の補修と同時にプレストレスを付与された網
鉄筋により長期間に及んで安定した補強が維持される。[0006] In the case of the construction using such a pin and a mesh reinforcing bar, a structure in which the mesh reinforcing bar is integrally joined to the floor slab can be obtained. Stable reinforcement is maintained over the period.

【０００７】[0007]

【発明が解決しようとする課題】ところが、アンカーピ
ンを打設する作業では、網鉄筋の格子配列に対応して床
版にドリル等によって多数の打設孔を予め穿った後に、
これらの打設孔にアンカーピンが打ち込まれることにな
る。そして、従来のアンカーピンは、圧入していくにし
たがってこのピンの先端の外形が膨出変形してこの変形
によって打設孔との間に係止力を持たせるというもので
ある。したがって、クラックが発生していて強度的に劣
化している補修前の床版に対して多数のアンカーピンを
打ち込むと、床版に既に発生しているクラックに打設時
の衝撃力が作用してしまい、施工時にクラックの発生を
助長してしまう結果となる。However, in the operation of driving an anchor pin, a large number of driving holes are previously drilled in a floor slab by a drill or the like in accordance with the grid arrangement of the reinforcing bars.
An anchor pin is driven into these driving holes. In the conventional anchor pin, the outer shape of the distal end of the pin bulges and deforms as the pin is pressed in, and this deformation gives a locking force to the pin. Therefore, if a large number of anchor pins are driven into a repaired slab that has cracks and has deteriorated in strength, the impact force at the time of driving will act on cracks that have already occurred in the slab. As a result, cracks are promoted during construction.

【０００８】また、アンカーピンの打設によるクラック
の成長を抑えるためには、たとえばアンカーピンの打設
ピッチを長くすることで一応は対応できる。しかしなが
ら、打設ピッチが長いと、床版に対する網状鉄筋の拘束
点が減ることになり、両者の接合強度が低下してしまう
だけでなく、アンカーピンによる網状鉄筋に対するプレ
ストレス負荷も不十分になる可能性がある。Further, in order to suppress the growth of cracks due to the driving of the anchor pin, it is possible to temporarily cope with it by, for example, lengthening the driving pitch of the anchor pin. However, if the driving pitch is long, the restraining points of the rebar on the floor slab are reduced, and not only the joining strength of both is reduced, but also the prestress load on the rebar by the anchor pin becomes insufficient. there is a possibility.

【０００９】更に、網状鉄筋をアンカーピンで床版に固
定した後に、樹脂モルタル等を塗布して網状鉄筋を被覆
する施工では、既設の橋梁であればその施工面が下向き
なので、塗布する樹脂モルタルはその塗布面から下に剥
がれやすい。このため、樹脂モルタルと床版の底面との
間に空洞状の隙間が残ったままとなったり、網鉄筋と床
版との間に樹脂モルタルが充填されないままとなること
が多い。このように、床版との間に隙間ができたり樹脂
モルタルの充填が不十分な領域があると、この部分での
補強度が劣化することになる。Further, in the construction in which the mesh reinforcing steel is fixed to the floor slab with the anchor pins and then the resin mortar is applied to cover the mesh reinforcing steel, the construction surface of the existing bridge is downward if the existing bridge is used. Is easily peeled downward from the coating surface. For this reason, in many cases, a hollow gap remains between the resin mortar and the bottom surface of the floor slab, or the resin mortar is not filled between the mesh reinforcing bar and the floor slab. As described above, if there is a gap between the floor slab and a region where the resin mortar is insufficiently filled, the degree of reinforcement at this portion is deteriorated.

【００１０】また、床版の底面に発生しているクラック
にも樹脂モルタルが塗布されることになるが、施工面が
下向きになっていることから、クラックに十分に充填さ
れないままとなりやすい。このため、補修施工後におい
てもクラックが成長していく可能性が残り、再補修が必
要となることにもなる。[0010] The resin mortar is also applied to the cracks generated on the bottom surface of the floor slab. However, since the construction surface faces downward, the cracks are likely not to be sufficiently filled. For this reason, there is a possibility that cracks will grow even after the repair work, and it will be necessary to perform repair again.

【００１１】このように、従来の補修施工では、補修を
施すときに橋梁等の構造体に強度的な劣化を与える恐れ
があるほか、特に施工面が下向きのような場合には樹脂
モルタルを塗布しても施工面との間に空洞が発生して所
期の強度補償までに至らない可能性がある。As described above, in the conventional repair work, there is a possibility that the structure such as a bridge may be deteriorated in strength when the repair is performed, and the resin mortar may be applied particularly when the construction surface is downward. Even so, there is a possibility that cavities may occur between the construction surface and the required strength compensation may not be achieved.

【００１２】本発明において解決すべき課題は、補修及
び補強しようとするコンクリート構造物に強度的な劣化
を与えないように施工できしかも発生しているクラック
についてもその成長が抑制できるようにすることにあ
る。It is an object of the present invention to provide a concrete structure to be repaired and reinforced so that the concrete structure can be constructed so as not to cause a strong deterioration, and that the growth of a crack that has occurred can be suppressed. It is in.

【００１３】[0013]

【課題を解決するための手段】本発明のコンクリート構
造物の補強用治具は、既設のコンクリート構造物の表面
に複数の鉄筋をほぼ格子状に交差させた鉄筋網を固定す
る補強用治具であって、鉄筋網の交差する２本の鉄筋を
固定方向に拘束するヘッドと、このヘッドからその軸線
方向に突き出されてコンクリート構造物に開けた打設孔
に差し込み可能なロッドと、このロッドとヘッドとの間
の周面に形成され且つ差し込み方向側が先細りするテー
パと、ヘッドからロッドの先端まで貫通させた合成樹脂
の注入孔とからなることを特徴とする。SUMMARY OF THE INVENTION A reinforcing jig for a concrete structure according to the present invention is a reinforcing jig for fixing a reinforcing bar network in which a plurality of reinforcing bars are crossed substantially in a grid on the surface of an existing concrete structure. A head for restraining two reinforcing bars intersecting with each other in a fixed direction, a rod protruding in the axial direction from the head and capable of being inserted into a driving hole formed in a concrete structure; And a taper formed on the peripheral surface between the head and the head and tapered on the side of the insertion direction, and a synthetic resin injection hole penetrated from the head to the tip of the rod.

【００１４】この補強用治具を用いた本発明のコンクリ
ート構造物の補強構造は、２本の交差する鉄筋からテー
パが受ける拘束力とロッドが打設孔の内周面から受ける
拘束力とによって補強用治具をコンクリート構造物側に
連接し、鉄筋網及び補強用治具を含めて被覆層によって
被覆するとともに、外部から注入孔に供給した合成樹脂
をコンクリート構造部の表面と被覆層との間で充填固化
させてなることを特徴とする。The reinforcing structure for a concrete structure according to the present invention using this reinforcing jig is provided by the restraining force of the taper from two intersecting reinforcing bars and the restraining force of the rod from the inner peripheral surface of the driving hole. The reinforcing jig is connected to the concrete structure side, and is covered with the coating layer including the reinforcing bar and the reinforcing jig, and the synthetic resin supplied to the injection hole from the outside is used for the connection between the surface of the concrete structure and the coating layer. It is characterized by being filled and solidified between them.

【００１５】また、請求項１の補強用治具を用いる本発
明の補強施工方法は、２本の交差する鉄筋の両方にテー
パの周面が突き当たる位置に対応してコンクリート構造
物にロッドの外径よりも大きな打設孔を穿設し、ロッド
を打設孔に差し込むとともに２本の交差する鉄筋からテ
ーパが受ける拘束力とロッドが打設孔の内周面から受け
る拘束力とによって補強用治具をコンクリート構造物側
に連接し、鉄筋網及び補強用治具を含めて被覆層によっ
て被覆し、外部から合成樹脂を注入孔に供給してこの合
成樹脂を打設孔からコンクリート構造部の表面と被覆層
との間に注入することを特徴とする。Further, according to the reinforcing method of the present invention using the reinforcing jig according to the first aspect, the rod is attached to the concrete structure corresponding to the position where the tapered peripheral surface abuts both of the two intersecting reinforcing bars. Drill a hole larger than the diameter, insert the rod into the hole, and reinforce with the restraining force received by the taper from the two intersecting rebars and the restraining force received by the rod from the inner peripheral surface of the hole. The jig is connected to the concrete structure side, covered with a coating layer including the reinforcing steel net and the reinforcing jig, and synthetic resin is supplied from the outside to the injection hole, and this synthetic resin is poured from the casting hole into the concrete structure section. It is characterized by being injected between the surface and the coating layer.

【００１６】この補強施工方法においては、コンクリー
ト構造物の表面に、少なくとも鉄筋網の鉄筋と交差する
向きに走る溝を予め形成しておき、合成樹脂の注入時に
鉄筋に沿う合成樹脂の流れを溝に導入するようにしても
よい。In this reinforcing construction method, at least a groove running at least in a direction intersecting with the reinforcing bar of the reinforcing steel bar is formed on the surface of the concrete structure, and the flow of the synthetic resin along the reinforcing bar when the synthetic resin is injected is formed. May be introduced.

【００１７】[0017]

【発明の実施の形態】図１は本発明の施工方法によって
橋梁の床版を補強した例を示す概略図、図２は図１のＡ
−Ａ線矢視であって網状鉄筋及びアンカーピンの配置を
示す底面図である。FIG. 1 is a schematic view showing an example in which a floor slab of a bridge is reinforced by the construction method of the present invention, and FIG.
FIG. 4 is a bottom view showing the arrangement of the mesh reinforcing bar and the anchor pins, taken along line A of FIG.

【００１８】図１において、路幅方向の両端に地覆２を
それぞれ一体に形成するとともに内部には鉄筋をスラブ
状に配筋した橋梁の床版１が橋桁３によって支持されて
いる。そして、床版１は既設のものであって、通過車両
Ｖによる動荷重を繰り返し受けてその下面にクラックが
発生していたものを補修するために、図２に示す格子状
に縦及び横の鉄筋４ａ，４ｂを予め溶接によって一体化
した鉄筋網４を本実施の形態における補強用治具として
のアンカーピン５によって固定保持している。なお、網
鉄筋４の施工後には、後述するようにアンカーピン５の
ヘッド部分を除いて被覆するモルタル樹脂等による被覆
層を施工するものとし、図１においては被覆層６として
一点鎖線でその概略を示している。In FIG. 1, a floor slab 1 of a bridge in which ground covers 2 are integrally formed at both ends in the width direction of the road and in which reinforcing bars are arranged in a slab shape is supported by bridge girders 3. In order to repair the floor slab 1 which has been existing and has been cracked on its lower surface by repeatedly receiving the dynamic load of the passing vehicle V, the vertical and horizontal slabs shown in FIG. The reinforcing bar 4 in which the reinforcing bars 4a and 4b are integrated in advance by welding is fixed and held by an anchor pin 5 as a reinforcing jig in the present embodiment. After the rebar 4 is applied, a coating layer made of mortar resin or the like is applied except for the head portion of the anchor pin 5 as described later, and in FIG. Is shown.

【００１９】図３はアンカーピン５の詳細であって、同
図の（ａ）は切欠正面図、同図の（ｂ）は同図（ａ）の
平面図である。3A and 3B show details of the anchor pin 5, wherein FIG. 3A is a cutaway front view, and FIG. 3B is a plan view of FIG.

【００２０】図示のアンカーピン５は図１において下側
から床版１に打設するときの姿勢として示したもので、
同図の（ａ）に示すように下端にはその端面を緩やかな
円弧面状としたヘッド５ａを形成し、このヘッド５ａか
ら上端に向けてロッド５ｂを形成したものである。ロッ
ド５ｂはヘッド５ａとの間を上端側すなわち打設方向に
外形を先細りさせたテーパ５ｃを形成するとともに、ヘ
ッド５ａに連ねて軸線方向に貫通させた一様な内径の注
入孔５ｄを設けたものである。そして、テーパ５ｃより
も先端側のロッド５ｂの外周面には雄ネジ５ｅを刻むと
ともに、先端側には注入孔５ｄの周壁を形成している部
分を半径方向に切開してスリット５ｆとしている。The anchor pin 5 shown in FIG. 1 is shown as a posture when the anchor pin 5 is driven into the floor slab 1 from below.
As shown in FIG. 3A, a head 5a having a gentle arc surface at the lower end is formed at the lower end, and a rod 5b is formed from the head 5a toward the upper end. The rod 5b forms a taper 5c having a tapered outer shape with the head 5a in the upper end side, that is, the driving direction, and an injection hole 5d having a uniform inner diameter penetrating in the axial direction in connection with the head 5a. Things. A male screw 5e is formed on the outer peripheral surface of the rod 5b on the tip side with respect to the taper 5c, and a portion forming the peripheral wall of the injection hole 5d is radially cut on the tip side to form a slit 5f.

【００２１】アンカーピン５は図２に示したように、縦
及び横配列の鉄筋４ａ，４ｂが交差する部分に対応させ
てそれぞれ床版１に打設される。すなわち、図４に示す
ように鉄筋４ａ，４ｂが十字状に交差しているコーナ部
であってこれらの鉄筋４ａ，４ｂにロッド５ｂの周面が
同時に接触するような位置にアンカーピン５を打設す
る。そして、アンカーピン５を床版１に打ち込んでいく
と、ロッド５ｂ部分に変わって図５に示すようにテーパ
５ｃが鉄筋４ａ，４ｂの周面に当たるようになり、アン
カーピン５の打設中心から見るとこのテーパ５ｃによっ
てその外形半径が大きくなる。したがって、アンカーピ
ン５は図２において矢印方向に鉄筋４ａ，４ｂを押すよ
うになり、これらの鉄筋４ａ，４ｂには引張りが作用し
てプレストレスの負荷が作用する。なお、このようなテ
ーパ５ｃによるプレストレスの負荷は、従来技術の項で
挙げた特許公報のものと同様である。As shown in FIG. 2, the anchor pins 5 are cast on the floor slab 1 at positions corresponding to the intersections of the reinforcing bars 4a and 4b in the vertical and horizontal directions. That is, as shown in FIG. 4, the anchor pin 5 is struck at a corner where the reinforcing bars 4a and 4b intersect in a cross shape such that the peripheral surface of the rod 5b simultaneously contacts these reinforcing bars 4a and 4b. Set up. When the anchor pin 5 is driven into the floor slab 1, the taper 5c comes into contact with the peripheral surfaces of the reinforcing bars 4a and 4b instead of the rod 5b as shown in FIG. When viewed, the outer radius is increased by the taper 5c. Accordingly, the anchor pin 5 pushes the rebars 4a, 4b in the direction of the arrow in FIG. 2, and a tension acts on these rebars 4a, 4b to apply a prestress load. The pre-stress load by such a taper 5c is the same as that of the patent publication mentioned in the section of the prior art.

【００２２】このようにアンカーピン５にテーパ５ｃを
設けることによって、図２に示す格子状の鉄筋網４に対
してアンカーピン５の位置を適切にすれば、図中の矢印
で示すように鉄筋網４の中心から格子と４５度の角度を
持つ方向への一様な引張りを作用させることができ、鉄
筋網４の全体に均一なプレストレスが付与される。した
がって、図１に示すように床版１に対して施工したとき
には、この床版１が撓み変形しても網鉄筋４がこの撓み
変形に追従し、アンカーピン５と鉄筋４ａ，４ｂとの間
に隙間が発生することが防止される。By providing the anchor pin 5 with the taper 5c as described above, if the position of the anchor pin 5 is made appropriate with respect to the lattice-shaped reinforcing bar network 4 shown in FIG. Uniform tension can be applied from the center of the mesh 4 to a direction having an angle of 45 degrees with the grid, and uniform prestress is applied to the entire reinforcing mesh 4. Therefore, when the floor slab 1 is constructed as shown in FIG. 1, even when the floor slab 1 is bent and deformed, the mesh reinforcing bar 4 follows the bending and deforms, and the distance between the anchor pin 5 and the reinforcing bars 4 a and 4 b is increased. Is prevented from being generated.

【００２３】以上のアンカーピン５を用いた鉄筋網４に
よる床版１に対する補修施工の要領は次のとおりであ
る。The procedure for repairing the slab 1 with the reinforcing bar network 4 using the anchor pins 5 is as follows.

【００２４】まず、床版１の底面には、図６に示すよう
に溝１ａを刻む施工を行う。この溝１ａはたとえば幅が
３〜５ｍｍ程度で深さが５〜１０ｍｍ程度として、注入
される樹脂が速やかに流れることができるようにし、格
子状の網鉄筋４の縦，横の鉄筋４ａ，４ｂの配列方向だ
けでなく、斜めに走る線も含むランダムな配列とする。
このような溝１ａの現場での施工は、たとえばサンダー
等の工具を用いれば比較的容易にしかも一様な深さに形
成することができる。First, a groove 1a is formed on the bottom of the floor slab 1 as shown in FIG. The groove 1a has, for example, a width of about 3 to 5 mm and a depth of about 5 to 10 mm so that the resin to be injected can flow quickly, and the vertical and horizontal reinforcing bars 4a and 4b of the grid-shaped mesh reinforcing bar 4 are provided. Not only the arrangement direction but also a random arrangement including diagonally running lines.
Construction of such a groove 1a on site can be formed relatively easily and to a uniform depth by using a tool such as a sander.

【００２５】次いで、網鉄筋４を床版１の下面に沿わせ
てその位置を仮決めし、図４で説明したように、鉄筋４
ａ，４ｂの両方にアンカーピン５のロッド５ｂが接触で
きる位置を芯出し棒等を使って床版１の下面に墨出しす
る。なお、このときの芯出し棒はロッド５ｂと同じ外形
を持つ金属棒等を利用すればよく、アンカーピン５の打
設数は網鉄筋４の大きさに応じて適宜選択すればよい。Next, the position of the rebar 4 is tentatively determined along the lower surface of the floor slab 1 and, as described with reference to FIG.
A position where the rod 5b of the anchor pin 5 can contact both a and 4b is marked on the lower surface of the floor slab 1 using a centering rod or the like. In this case, a metal rod or the like having the same outer shape as the rod 5b may be used as the centering rod at this time, and the number of the anchor pins 5 to be placed may be appropriately selected according to the size of the mesh reinforcing bar 4.

【００２６】アンカーピン５の打設位置の墨付け後に
は、網鉄筋４を床版１から離すかまたは保持具によって
位置を仮決めしたままとして、墨付けマークを目印にし
て図５に示すように打設孔１ｂをドリルによって穿孔す
る。この打設孔１ｂの内径はロッド５ｂの外径よりも大
きくて注入樹脂の流れの詰まりがない程度とし、アンカ
ーピン５をきっちり打設したときにその先端に開放して
いる注入孔５ｄが閉塞しない穿ち長さとする。After the blackening of the anchoring position of the anchor pin 5, the mesh reinforcing bar 4 is separated from the floor slab 1 or the position is temporarily determined by a holding tool, and the blacking mark is used as a mark as shown in FIG. The hole 1b is formed by drilling. The inner diameter of the driving hole 1b is larger than the outer diameter of the rod 5b so as not to block the flow of the injected resin, and the injection hole 5d opened at the tip of the anchor pin 5 when the anchor pin 5 is precisely driven is closed. No piercing length.

【００２７】打設孔１ｂの穿孔作業を全て終えると、鉄
筋網４の位置を再び正確に位置合わせして鉄筋網４ａ，
４ｂが交差する部分と打設孔１ｂの間の位置関係を調整
して、再度床版１の底面に沿わせて仮固定する。そし
て、アンカーピン５のロッド５ｂを打設孔１ｂの中に差
し込んでいくと、テーパ５ｃが鉄筋４ａ，４ｂの周面に
当たるようになり、アンカーピン５はこれらの鉄筋４
ａ，４ｂによって保持される。すなわち、アンカーピン
５を打設孔１ｂの中に打ち込んでいくにつれて、テーパ
５ｃが鉄筋４ａ，４ｂに対して楔のように係合してい
き、テーパ５ｃはこれらの鉄筋４ａ，４ｂによってその
周面の２点が拘束される。When all the drilling work of the driving holes 1b has been completed, the position of the reinforcing net 4 is accurately adjusted again and the reinforcing net 4a,
The positional relationship between the portion where 4b intersects and the driving hole 1b is adjusted, and temporarily fixed along the bottom surface of the floor slab 1 again. When the rod 5b of the anchor pin 5 is inserted into the driving hole 1b, the taper 5c comes into contact with the peripheral surfaces of the reinforcing bars 4a and 4b, and the anchor pin 5
a, 4b. That is, as the anchor pin 5 is driven into the driving hole 1b, the taper 5c engages with the rebars 4a, 4b like a wedge, and the taper 5c is surrounded by the rebars 4a, 4b. Two points on the surface are constrained.

【００２８】一方、打設孔１ｂの中に差し込まれたロッ
ド５ｂは、鉄筋４ａ，４ｂとの接触点から受ける反作用
方向すなわち図２において示した矢印方向と逆向きの作
用力を受け、この作用力が働く方向に打設孔１ｂの中で
位置を変える。On the other hand, the rod 5b inserted into the driving hole 1b receives a reaction force received from a contact point with the reinforcing bars 4a, 4b, that is, an action force in a direction opposite to the direction of the arrow shown in FIG. The position is changed in the driving hole 1b in the direction in which the force acts.

【００２９】したがって、図５に示すように、ヘッド５
ａが鉄筋４ａに突き当たって打ち込み完了となったとき
には、テーパ５ｃが鉄筋４ａ，４ｂによって２点が拘束
され、ロッド５ｂは打設孔１ｂの中で移動して位置を変
えたときにその周面が打設孔１ｂの内周面にほぼ線接触
する。これにより、アンカーピン５はテーパ５ｃで２点
及びロッド５ｂで１点が拘束されてその周面が３点で保
持されることになり、アンカーピン５はこれらの３点に
よる拘束によって図５の状態に保持される。Therefore, as shown in FIG.
When a strikes the reinforcing bar 4a and the driving is completed, the taper 5c is restrained at two points by the reinforcing bars 4a and 4b, and the rod 5b moves in the driving hole 1b and changes its position. Make almost line contact with the inner peripheral surface of the driving hole 1b. As a result, two points of the anchor pin 5 are constrained by the taper 5c and one point is constrained by the rod 5b, and the peripheral surface thereof is held at three points. Held in state.

【００３０】このように、アンカーピン５は従来のコン
クリート用打設ピンのようにロッドの先端が膨出変形し
てこれによって係合力を作用させるのではなく、鉄筋４
ａ，４ｂによるテーパ５ｃへの拘束力を利用することで
仮固定することができる。したがって、アンカーピン５
を打設するときに既設の床版１に対して無用な内部応力
を発生させることはなく、アンカーピン５の打設ピッチ
も短くなる。As described above, the anchor pin 5 does not cause the tip of the rod to swell and deform to exert an engaging force as in the case of the conventional concrete placing pin.
Temporary fixing can be performed by utilizing the restraining force of the taper 5c by the a and 4b. Therefore, the anchor pin 5
No unnecessary internal stress is generated on the existing floor slab 1 when the slab is driven, and the pitting pitch of the anchor pins 5 is also reduced.

【００３１】なお、アンカーピン５のロッド５ｂは打設
孔１ｂの内周面に接触した状態で保持されるが、この部
分だけがほぼ線接触状態になるだけであって、ロッド５
ｂと打設孔１ｂとの間には十分な隙間が保たれ、後述す
る樹脂の注入には何ら支障はない。Although the rod 5b of the anchor pin 5 is held in contact with the inner peripheral surface of the driving hole 1b, only this portion is brought into a substantially line contact state.
A sufficient gap is maintained between the hole b and the casting hole 1b, and there is no hindrance to the resin injection described later.

【００３２】以上の要領でアンカーピン５を打設孔１ｂ
に打ち込んだ後には、図５に示すように、注入孔５ｄが
開放している部分をたとえばスポンジを利用した取り外
し可能なシール材５ｄ−１で封止する。そして、吹き付
け装置によって塗布材６ａを吹き付けて、床版１の下面
に刻んだ溝１ａをこの塗布材６ａによって覆う。In the manner described above, the anchor pin 5 is driven into the driving hole 1b.
After that, as shown in FIG. 5, the portion where the injection hole 5d is open is sealed with a removable sealing material 5d-1 using, for example, a sponge. Then, the coating material 6a is sprayed by a spraying device, and the groove 1a cut on the lower surface of the floor slab 1 is covered with the coating material 6a.

【００３３】塗布材６ａはたとえばポリマー等の速乾性
のものを用いることができ、吹き付け装置によって床版
１の真下から吹き付けるように作業することで、図５及
び図７に示すように鉄筋４ａと床版１の下面との間には
入り込まないように施工し、その層厚は２ｍｍ程度とす
る。この塗布材６ａによる被覆施工により、図６に示す
ように床版１に刻んだ溝１ａは塗布材６ａによって閉じ
られる。As the coating material 6a, for example, a quick-drying material such as a polymer can be used, and by using a spraying device to work from just below the floor slab 1, the rebar 4a as shown in FIGS. It is constructed so that it does not enter between the lower surface of the floor slab 1 and its layer thickness is about 2 mm. Due to the coating with the coating material 6a, the groove 1a cut in the floor slab 1 is closed by the coating material 6a as shown in FIG.

【００３４】塗布材６ａの吹き付けが完了すると、防水
性を持つ適切な材料の中塗材６ｂを図７及び図８に示す
ように塗布する。この中塗材６ｂはコテを利用して塗っ
ていく作業によって行ない、その厚さはヘッド５ａが埋
没しない程度とする。そして、コテ塗りしていくとき、
鉄筋４ａの上側にまで十分に充填することが好ましい
が、作業性の面からもこのような充填塗布は困難であ
る。これに対し、本発明の施工では、空洞ができてこれ
が残ったままでも、後述するように注入樹脂が代わって
充填されるので、最終的な施工には何ら影響はない。When the spraying of the coating material 6a is completed, an intermediate coating material 6b of a suitable waterproof material is applied as shown in FIGS. The intermediate coating material 6b is applied by using an iron, and the thickness thereof is set so that the head 5a is not buried. And when we paint with iron,
Although it is preferable to sufficiently fill the upper side of the reinforcing bar 4a, such filling application is difficult from the viewpoint of workability. On the other hand, in the construction of the present invention, even if a cavity is formed and remains, the injected resin is filled instead as described later, so that there is no influence on the final construction.

【００３５】中塗材６ｂの塗布の後には、図７に示すよ
うに注入孔５ｄからシール材５ｄ−１を抜き取り、エポ
キシ樹脂７を外部から注入する。このエポキシ樹脂７の
注入にはアンカーピン５の１個毎に行なうこもできる
が、それほど数が多くない場合にはエポキシ樹脂７の圧
送装置から複数のホースを分岐させてこれらを各アンカ
ーピン５の注入孔５ｄに接続して同時に注入作業しても
よい。この同時作業であれば、各アンカーピン５からの
エポキシ樹脂７の注入量及び注入圧を一様化できるの
で、施工上では非常に好ましい。After the application of the intermediate coating material 6b, as shown in FIG. 7, the sealing material 5d-1 is pulled out from the injection hole 5d, and the epoxy resin 7 is injected from the outside. The injection of the epoxy resin 7 can be performed for each of the anchor pins 5. However, when the number is not so large, a plurality of hoses are branched from the pumping device of the epoxy resin 7 and these are separated from each other. The injection operation may be performed simultaneously by connecting to the injection hole 5d. This simultaneous operation is very preferable in terms of construction since the injection amount and injection pressure of the epoxy resin 7 from each anchor pin 5 can be made uniform.

【００３６】なお、エポキシ樹脂７の充填の後には、図
９に示すように中塗材６ｂの表面に上塗材６ｃをコテに
よって塗布し、塗布材６ａ，中塗材６ｂ及び上塗材６ｃ
によって被覆層６が形成される。After the filling of the epoxy resin 7, a top coat 6c is applied to the surface of the middle coat 6b with a trowel as shown in FIG. 9, and the coat 6a, the middle coat 6b and the top coat 6c are applied.
Thereby, the coating layer 6 is formed.

【００３７】注入孔５ｄに供給されたエポキシ樹脂７
は、図７及び図８に示すように注入孔５ｄの上端から吹
き出して打設孔１ｂの中に送り出され、打設孔１ｂの中
では重力と注入圧力とによってエポキシ樹脂７は下向き
に速やかに流れ出ていく。そして、打設孔１ｂから抜け
たエポキシ樹脂７は、床版１の下面に刻んだ溝１ａの中
に流れ込んでクラックに浸透していくほか、塗布材６ａ
が被覆していない床版１の下面と鉄筋４ａ，４ｂとの間
の隙間を充填するように流れていく。The epoxy resin 7 supplied to the injection hole 5d
Is blown out from the upper end of the pouring hole 5d and sent out into the casting hole 1b, as shown in FIGS. 7 and 8, in which the epoxy resin 7 quickly moves downward due to gravity and the pouring pressure. Flowing out. The epoxy resin 7 that has escaped from the casting hole 1b flows into the groove 1a cut in the lower surface of the floor slab 1 and penetrates into cracks.
Flows so as to fill the gap between the lower surface of the uncovered floor slab 1 and the reinforcing bars 4a, 4b.

【００３８】すなわち、鉄筋４ａ，４ｂが走っている部
分と床版１の底面との間には、塗布材６ａ及び中塗材６
ｂが充填されていないままか充填されていても隙間が多
数できている状態になっている。このため、打設孔１ｂ
の下端から流れ出たエポキシ樹脂７は、図７及び図８に
おいて矢印で示す方向に鉄筋４ａ，４ｂに沿う部分を流
路として供給装置からの注入圧によって順次送り込まれ
る。したがって、鉄筋４ａ，４ｂと床版１との間の隙間
にはエポキシ樹脂７が充填されていき、下側からの中塗
材６ｂのコテによる塗布では解消できなかった空洞部の
全てがこのエポキシ樹脂７によって封止充填される。That is, the coating material 6a and the intermediate coating material 6 are provided between the portion where the reinforcing bars 4a and 4b are running and the bottom surface of the floor slab 1.
In this state, a large number of gaps are formed even when b is not filled or is filled. Therefore, the driving hole 1b
The epoxy resin 7 flowing out from the lower end is sequentially fed by the injection pressure from the supply device in the direction indicated by the arrows in FIGS. 7 and 8 using the portions along the reinforcing bars 4a and 4b as flow paths. Therefore, the gap between the reinforcing bars 4a, 4b and the floor slab 1 is filled with the epoxy resin 7, and all of the cavities which could not be eliminated by the application of the middle coat material 6b from below with the iron are removed by the epoxy resin. 7 for sealing and filling.

【００３９】また、床版１の底面に刻んだ溝１ａはラン
ダムに形成されているので、図４に示すように鉄筋４
ａ，４ｂと交差する部分ができる。このため、鉄筋４
ａ，４ｂに沿って流れてきたエポキシ樹脂７はこの交差
部分から溝１ａの中に入り込み、図９に示すように塗布
材６ａによって囲まれた溝１ａの空間はエポキシ樹脂に
よって充填される。そして、溝１ａが縦横に走っている
ので、図４に示すように床版１に発生しているクラック
Ｃに対して交差する関係を持つので、溝１ａからクラッ
クＣにまでエポキシ樹脂７を浸透させることができる。Since the grooves 1a cut in the bottom surface of the floor slab 1 are formed at random, as shown in FIG.
There is a portion that intersects a and 4b. For this reason, rebar 4
The epoxy resin 7 flowing along the a and 4b enters the groove 1a from this intersection, and the space of the groove 1a surrounded by the coating material 6a is filled with the epoxy resin as shown in FIG. Since the grooves 1a run vertically and horizontally, they have an intersecting relationship with the cracks C generated in the floor slab 1 as shown in FIG. Can be done.

【００４０】すなわち、クラックＣは塗布材６ａによっ
て被覆された状態となっているが、溝１ａと同様に切開
された断面形状を持つので、溝１ａからのエポキシ樹脂
７がその注入圧によって流動すると、塗布材６ａを押し
広げるようにしてクラックＣの中に浸透させることがで
きる。また、鉄筋４ａ，４ｂが直にクラックＣと交差し
ている部分では、これらの鉄筋４ａ，４ｂに沿って供給
されてくるエポキシ樹脂７は直接クラックＣの中に入り
込んでいく。したがって、クラックＣの発生の仕方が不
定型であっても、鉄筋４ａ，４ｂの配筋及びランダムに
形成した溝１ａを利用してエポキシ樹脂７をクラックＣ
に充填することができる。That is, although the crack C is covered with the coating material 6a, the crack C has a cross-sectional shape cut out like the groove 1a, so that the epoxy resin 7 from the groove 1a flows due to the injection pressure. The coating material 6a can be penetrated into the crack C by spreading it out. Further, in a portion where the reinforcing bars 4a, 4b directly intersect the crack C, the epoxy resin 7 supplied along the reinforcing bars 4a, 4b directly enters the crack C. Therefore, even if the manner in which the cracks C are generated is irregular, the epoxy resin 7 can be cracked by using the reinforcing bars 4a, 4b and the randomly formed grooves 1a.
Can be filled.

【００４１】このようにアンカーピン５の注入孔５ｄか
ら注入されたエポキシ樹脂７は打設孔１ｂの中だけに止
まるのではなく、床版１のほぼ全体の広い領域に分布さ
せることができる。したがって、エポキシ樹脂７を適当
な量だけ注入した後に養生期間を置くと、エポキシ樹脂
７の固化によってアンカーピン５のロッド５ｂは打設孔
１ｂの中に強固に固定され、これによって鉄筋網４を安
定して床版１に保持することができる。As described above, the epoxy resin 7 injected from the injection hole 5d of the anchor pin 5 can be distributed not only in the driving hole 1b but also in a wide area of almost the entire floor slab 1. Therefore, when a curing period is set after injecting an appropriate amount of the epoxy resin 7, the rod 5b of the anchor pin 5 is firmly fixed in the driving hole 1b due to the solidification of the epoxy resin 7, so that the reinforcing wire net 4 is formed. The slab 1 can be stably held.

【００４２】また、床版１の下面と鉄筋４ａ，４ｂとの
間にも固化したエポキシ樹脂７がそのまま残るので、床
版１の下面を強固に被覆でき床版１内の既設配筋の腐食
の防止だけでなく、新たに補強用として施工した鉄筋網
４も同様にその腐食が防止される。Further, since the solidified epoxy resin 7 remains between the lower surface of the floor slab 1 and the reinforcing bars 4a, 4b, the lower surface of the floor slab 1 can be firmly covered, and the existing reinforcing bars in the floor slab 1 are corroded. In addition to the prevention, the corrosion of the reinforcing steel net 4 newly constructed for reinforcement is also prevented.

【００４３】更に、クラックＣについてもエポキシ樹脂
７が充填されることから、衝撃荷重等を受けてもその成
長を抑えることができ、その補修だけでなく補強強度も
十分に高くすることができる。Further, since the crack C is also filled with the epoxy resin 7, its growth can be suppressed even if it receives an impact load or the like, so that not only its repair but also its reinforcing strength can be sufficiently increased.

【００４４】以上の例では橋梁の床版の補強施工とした
が、これに代えて各種のコンクリート構造体を施工対象
としてもよいことは無論である。In the above example, the reinforcement of the floor slab of the bridge was performed. However, it is a matter of course that various concrete structures may be replaced by the reinforcement.

【００４５】[0045]

【発明の効果】請求項１記載の補強用治具は、鉄筋網の
鉄筋が交差する部分に適切に配置してコンクリート構造
体に打設すれば、テーパによって鉄筋網に対してプレス
トレスを負荷して連結することができ、コンクリート構
造体の撓み変形に対しても鉄筋網を倣わせて保持でき、
その補強効果を長く持続させることができる。そして、
合成樹脂の注入孔を備えたことによって、コンクリート
構造物の表面と被覆層との間に合成樹脂を充填すること
ができるので、鉄筋網の錆の発生の防止及びクラックの
補修も十分に行なえる。According to the first aspect of the present invention, when the reinforcing jig is appropriately placed at a portion where the reinforcing bars of the reinforcing bar cross each other and cast into a concrete structure, a prestress is applied to the reinforcing bar by the taper. Can be connected, and can hold the rebar network in accordance with the bending deformation of the concrete structure,
The reinforcing effect can be maintained for a long time. And
By providing a synthetic resin injection hole, the synthetic resin can be filled between the surface of the concrete structure and the coating layer, so that the occurrence of rust in the reinforcing steel net and the repair of cracks can be sufficiently performed. .

【００４６】また、補強用治具を注入された合成樹脂の
固化によってコンクリート構造体に固定するようにすれ
ば、従来のアンカーピン等のように膨出変形による係合
力を得られないでも済むので、補強用治具の配列ピッチ
を短くしてより一層強度を上げることができ、打設時に
コンクリート構造体に無用な負荷を与えないのでその強
度的な劣化も防止できる。Further, if the reinforcing jig is fixed to the concrete structure by solidifying the injected synthetic resin, it is not necessary to obtain an engaging force due to bulging deformation unlike a conventional anchor pin or the like. Further, the arrangement pitch of the reinforcing jigs can be shortened to further increase the strength, and unnecessary deterioration is not applied to the concrete structure at the time of casting, so that the deterioration of the strength can be prevented.

【００４７】請求項２記載の補強構造では、補強用治具
によりプレストレスを付与された鉄筋網によってコンク
リート構造体の補強が確実に得られるほか、合成樹脂を
コンクリート構造物と被覆層との間に注入して固化させ
るので、空隙の発生によるコンクリートの剥落が防止さ
れるほか、鉄筋網の防錆効果も得られるので、構造体の
耐久性の向上が図れる。In the reinforcing structure according to the second aspect, the reinforcement of the concrete structure can be reliably obtained by the reinforcing net prestressed by the reinforcing jig, and the synthetic resin can be interposed between the concrete structure and the coating layer. In addition, the concrete is prevented from peeling due to the generation of voids, and the rust prevention effect of the reinforcing steel mesh is obtained, so that the durability of the structure can be improved.

【００４８】請求項３記載の補強施工方法では、鉄筋網
の固定を兼ねる補強用治具を兼用して合成樹脂を注入す
るので、この注入のために必要な特別の部材を必要とす
ることがなく、施工も容易に行なえる。In the reinforcing construction method according to the third aspect, since the synthetic resin is injected also as a reinforcing jig which also serves to fix the reinforcing steel net, a special member required for the injection is required. And construction is easy.

【００４９】請求項４記載の施工方法では、コンクリー
ト構造物の表面に予め溝を設けることで、コンクリート
構造物の表面と被覆層との間に注入した合成樹脂をこの
溝に伝わせてコンクリート構造物の表面の全体に行き渡
らせることができるので、表面に散在しているクラック
にも合成樹脂を分布させることができ、クラックも含め
て補修できる。In the construction method according to the fourth aspect, a groove is provided in advance on the surface of the concrete structure, so that the synthetic resin injected between the surface of the concrete structure and the coating layer is transmitted to the groove. Since the resin can be spread over the entire surface of the object, the synthetic resin can be distributed also to cracks scattered on the surface, and repair including cracks can be performed.

【図面の簡単な説明】[Brief description of the drawings]

【図１】 本発明の補強施工方法によって床版を補強し
た橋梁を示す概略断面図である。FIG. 1 is a schematic cross-sectional view showing a bridge in which a floor slab is reinforced by a reinforcing construction method of the present invention.

【図２】 図１のＡ−Ａ線矢視であって床版の下面に配
置する補強用の鉄筋網及びこれを固定するためのアンカ
ーピンの配置を示す底面図である。FIG. 2 is a bottom view showing the reinforcement reinforcing wire mesh arranged on the lower surface of the floor slab and the arrangement of anchor pins for fixing the reinforcing reinforcing mesh arranged along the line AA in FIG. 1;

【図３】 補強用治具としてのアンカーピンの詳細であ
って、（ａ）は切欠正面図、（ｂ）は平面図である。3A and 3B are details of an anchor pin as a reinforcing jig, wherein FIG. 3A is a front view of a notch, and FIG. 3B is a plan view.

【図４】 鉄筋網の鉄筋に対するアンカーピンの配置の
概略を示す底面図である。FIG. 4 is a bottom view schematically showing the arrangement of anchor pins with respect to the reinforcing bars of the reinforcing bar network.

【図５】 アンカーピンを打設孔に差し込んで鉄筋の拘
束力を利用して固定した後に塗布材を塗布したときの要
部の断面図である。FIG. 5 is a cross-sectional view of a main part when an application material is applied after an anchor pin is inserted into a driving hole and fixed using a binding force of a reinforcing bar.

【図６】 床版の底面に刻む溝の施工例であって、
（ａ）は床版を斜め下方から見たときの概略図、（ｂ）
は溝の形状を示す断面図である。FIG. 6 is a construction example of a groove cut on the bottom surface of the floor slab,
(A) is a schematic view of the floor slab viewed from diagonally below, (b)
Is a cross-sectional view showing the shape of the groove.

【図７】 打設孔にロッドを差し込んだアンカーピンか
らエポキシ樹脂を注入したときの樹脂の流れを示す要部
の断面図である。FIG. 7 is a sectional view of a main part showing a flow of resin when epoxy resin is injected from an anchor pin having a rod inserted into a casting hole.

【図８】 図７のＢ−Ｂ線矢視による縦断面図である。8 is a longitudinal sectional view taken along line BB of FIG. 7;

【図９】 エポキシ樹脂の注入によって床版の溝に樹脂
が充填されたときの要部の断面図である。FIG. 9 is a cross-sectional view of a main part when the groove of the floor slab is filled with resin by injection of epoxy resin.

【符号の説明】[Explanation of symbols]

１ 床版 １ａ 溝 １ｂ 打設孔 ２ 地覆 ３ 橋桁 ４ 鉄筋網 ４ａ，４ｂ 鉄筋 ５ アンカーピン（補強用治具） ５ａ ヘッド ５ｂ ロッド ５ｃ テーパ ５ｄ 注入孔 ５ｄ−１ シール材 ５ｅ 雄ネジ ５ｆ スリット ６ 被覆層 ６ａ 塗布材 ６ｂ 中塗材 ６ｃ 上塗材 ７ エポキシ樹脂 DESCRIPTION OF SYMBOLS 1 Floor slab 1a Groove 1b Drilling hole 2 Ground covering 3 Bridge girder 4 Reinforcement net 4a, 4b Reinforcing bar 5 Anchor pin (reinforcing jig) 5a Head 5b Rod 5c Taper 5d Injection hole 5d-1 Seal material 5e Male screw 5f Slit 6 Coating layer 6a Coating material 6b Middle coating material 6c Top coating material 7 Epoxy resin

Claims (4)

【特許請求の範囲】[Claims] 【請求項１】 既設のコンクリート構造物の表面に複数
の鉄筋をほぼ格子状に交差させた鉄筋網を固定する補強
用治具であって、鉄筋網の交差する２本の鉄筋を固定方
向に拘束するヘッドと、このヘッドからその軸線方向に
突き出されてコンクリート構造物に開けた打設孔に差し
込み可能なロッドと、このロッドとヘッドとの間の周面
に形成され且つ差し込み方向側が先細りするテーパと、
ヘッドからロッドの先端まで貫通させた合成樹脂の注入
孔とからなるコンクリート構造物用の補強用治具。1. A reinforcing jig for fixing a reinforcing bar network in which a plurality of reinforcing bars are substantially crossed in a grid pattern on the surface of an existing concrete structure, wherein two reinforcing bars intersecting the reinforcing bar network are fixed in a fixing direction. A head to be restrained, a rod protruding from the head in the axial direction and insertable into a casting hole formed in a concrete structure; and a taper formed in a peripheral surface between the rod and the head and tapered in the insertion direction. With a taper,
A reinforcing jig for a concrete structure comprising a synthetic resin injection hole penetrated from the head to the tip of the rod. 【請求項２】 既設のコンクリート構造物の表面に複数
の鉄筋をほぼ格子状に交差させた鉄筋網を配置し、この
鉄筋網を請求項１記載の補強用治具でコンクリート構造
物に固定する補強構造であって、２本の交差する鉄筋か
らテーパが受ける拘束力とロッドが打設孔の内周面から
受ける拘束力とによって補強用治具をコンクリート構造
物側に連接し、鉄筋網及び補強用治具を含めて被覆層に
よって被覆するとともに、外部から注入孔に供給した合
成樹脂をコンクリート構造部の表面と被覆層との間で充
填固化させてなるコンクリート構造物の補強構造。2. A reinforcing steel net in which a plurality of reinforcing steels are crossed substantially in a lattice pattern on the surface of an existing concrete structure, and the reinforcing steel net is fixed to the concrete structure by the reinforcing jig according to claim 1. A reinforcing structure, wherein a reinforcing jig is connected to a concrete structure side by a binding force received by a taper from two intersecting reinforcing bars and a binding force received by a rod from an inner peripheral surface of a driving hole, and A reinforcing structure for a concrete structure which is covered with a coating layer including a reinforcing jig, and is filled and solidified between the surface of the concrete structure and the coating layer with a synthetic resin supplied to the injection hole from the outside. 【請求項３】 既設のコンクリート構造物の表面に複数
の鉄筋をほぼ格子状に交差させた鉄筋網を配置し、この
鉄筋網を請求項１記載の補強用治具でコンクリート構造
物に固定し、更に鉄筋網及び補強用治具を含めて被覆層
によって被覆する補強施工方法であって、２本の交差す
る鉄筋の両方にテーパの周面が突き当たる位置に対応し
てコンクリート構造物にロッドの外径よりも大きな打設
孔を穿設し、ロッドを打設孔に差し込むとともに２本の
交差する鉄筋からテーパが受ける拘束力とロッドが打設
孔の内周面から受ける拘束力とによって補強用治具をコ
ンクリート構造物側に連接し、鉄筋網及び補強用治具を
含めて被覆層によって被覆し、外部から合成樹脂を注入
孔に供給してこの合成樹脂を打設孔からコンクリート構
造部の表面と被覆層との間に注入するコンクリート構造
物の補強施工方法。3. A reinforcing steel net in which a plurality of reinforcing steels are crossed substantially in a lattice pattern on the surface of an existing concrete structure, and the reinforcing steel net is fixed to the concrete structure by the reinforcing jig according to claim 1. And a reinforcing construction method for covering with a covering layer including a reinforcing mesh and a reinforcing jig, wherein a rod is attached to a concrete structure corresponding to a position where a tapered peripheral surface abuts both of two intersecting reinforcing bars. Drill a hole larger than the outside diameter, insert the rod into the hole, and reinforce with the restraining force of the taper from the two intersecting reinforcing bars and the restraining force of the rod from the inner peripheral surface of the hole. The jig is connected to the concrete structure side, covered with a coating layer including a reinforcing steel net and a reinforcing jig, and synthetic resin is supplied to the injection hole from the outside, and the synthetic resin is poured from the casting hole into the concrete structural part. Surface and coating layer Method for reinforcing concrete structures to be injected between them. 【請求項４】 コンクリート構造物の表面に、少なくと
も鉄筋網の鉄筋と交差する向きに走る溝を予め形成して
おき、合成樹脂の注入時に鉄筋に沿う合成樹脂の流れを
溝に導入する請求項３記載のコンクリート構造物の補強
施工方法。4. A groove formed in the surface of the concrete structure so as to run at least in a direction intersecting with the reinforcing bar of the reinforcing bar network, and a flow of the synthetic resin along the reinforcing bar is introduced into the groove when the synthetic resin is injected. 3. The method for reinforcing concrete structures according to 3.
JP30612397A 1997-11-07 1997-11-07 Reinforcement construction method for concrete structures Expired - Lifetime JP3582971B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP30612397A JP3582971B2 (en) 1997-11-07 1997-11-07 Reinforcement construction method for concrete structures

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP30612397A JP3582971B2 (en) 1997-11-07 1997-11-07 Reinforcement construction method for concrete structures

Publications (2)

Publication Number Publication Date
JPH11140823A true JPH11140823A (en) 1999-05-25
JP3582971B2 JP3582971B2 (en) 2004-10-27

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JP2004162321A (en) * 2002-11-12 2004-06-10 Konishi Co Ltd Structure repairing method
KR100501747B1 (en) * 2002-01-21 2005-07-18 주식회사 동일화스너상사 Sealing constructing method for preventing epoxy leakage when attaching steel plates on by anchor bolts and apparatus thereof
JP2006183240A (en) * 2004-12-27 2006-07-13 Masatoshi Okura Reinforced concrete structure repairing method and tool for the same
JP2007262737A (en) * 2006-03-28 2007-10-11 Taisei Corp Structure and method for reinforcing existing concrete structure
JP2008202251A (en) * 2007-02-16 2008-09-04 Sunroad Co Ltd Reinforcing tool for concrete structure, and reinforcing structure and reinforcing construction method using the same
JP2012036701A (en) * 2010-08-11 2012-02-23 Kawashima Kensetsu:Kk Anchor structure of brace and earthquake strengthening structure of existing building provided with the same

Cited By (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR100501747B1 (en) * 2002-01-21 2005-07-18 주식회사 동일화스너상사 Sealing constructing method for preventing epoxy leakage when attaching steel plates on by anchor bolts and apparatus thereof
EP1336704A2 (en) * 2002-02-15 2003-08-20 NTT Infrastructure Network Corporation Concrete electric pole, reinforcement members arrangement jig therefor and method of reinforcing the pole
EP1336704A3 (en) * 2002-02-15 2003-12-17 NTT Infrastructure Network Corporation Concrete electric pole, reinforcement members arrangement jig therefor and method of reinforcing the pole
US6890461B2 (en) 2002-02-15 2005-05-10 Ntt Infrastructure Network Corporation Method of reinforcing concrete electric pole
US7343658B2 (en) 2002-02-15 2008-03-18 Ntt Infrastructure Network Corporation Reinforcement member arrangement jig for concrete electric pole
JP2004162321A (en) * 2002-11-12 2004-06-10 Konishi Co Ltd Structure repairing method
JP2006183240A (en) * 2004-12-27 2006-07-13 Masatoshi Okura Reinforced concrete structure repairing method and tool for the same
JP2007262737A (en) * 2006-03-28 2007-10-11 Taisei Corp Structure and method for reinforcing existing concrete structure
JP2008202251A (en) * 2007-02-16 2008-09-04 Sunroad Co Ltd Reinforcing tool for concrete structure, and reinforcing structure and reinforcing construction method using the same
JP2012036701A (en) * 2010-08-11 2012-02-23 Kawashima Kensetsu:Kk Anchor structure of brace and earthquake strengthening structure of existing building provided with the same

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