JP2009121108A - Reinforcement assembling method for high-rise structure reinforcing method, and reinforcement assembling jig for the same - Google Patents

Reinforcement assembling method for high-rise structure reinforcing method, and reinforcement assembling jig for the same Download PDF

Info

Publication number
JP2009121108A
JP2009121108A JP2007295466A JP2007295466A JP2009121108A JP 2009121108 A JP2009121108 A JP 2009121108A JP 2007295466 A JP2007295466 A JP 2007295466A JP 2007295466 A JP2007295466 A JP 2007295466A JP 2009121108 A JP2009121108 A JP 2009121108A
Authority
JP
Japan
Prior art keywords
reinforcing bar
reinforcing
jig
holding
rebar
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
JP2007295466A
Other languages
Japanese (ja)
Other versions
JP4521024B2 (en
Inventor
Shigenobu Iguchi
重信 井口
Hitoshi Nakamura
等 中村
Ryuji Kawanishi
龍治 河西
Toru Sasagawa
透 笹川
Daisuke Tsuchida
大輔 土田
Nobuteru Ishita
延輝 井下
Toshiharu Goto
俊治 後藤
Shinichi Miura
伸一 三浦
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.)
MGI KK
East Japan Railway Co
Totetsu Kogyo Co Ltd
Original Assignee
MGI KK
East Japan Railway Co
Totetsu Kogyo Co Ltd
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 MGI KK, East Japan Railway Co, Totetsu Kogyo Co Ltd filed Critical MGI KK
Priority to JP2007295466A priority Critical patent/JP4521024B2/en
Publication of JP2009121108A publication Critical patent/JP2009121108A/en
Application granted granted Critical
Publication of JP4521024B2 publication Critical patent/JP4521024B2/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Abstract

<P>PROBLEM TO BE SOLVED: To provide a reinforcement assembling method which is applicable to the case of reinforcing a high-rise structure by using an elevating scaffold, and contributes to continuous arrangement of axial reinforcements and hoops without using a large crane, to thereby bring about drastic shortening of a construction period. <P>SOLUTION: The reinforcement assembling method is provided for carrying in and assembling reinforcement materials to the high-rise structure 1 by using the elevating scaffold 3. According to the method, hoists 5 are set on an upper portion of the high-rise structure 1, and jigs 20 for holding the plurality of reinforcements are loaded on the elevating scaffold 3, followed by hoisting the jigs 20 holding the reinforcements 12 from the elevating scaffold 3 by the hoists 5, to thereby assemble the reinforcements 12 held by the jigs 20 to the high-rise structure 1. Then intervals between the reinforcements 12 are adjusted by the jigs 20. Specifically the axial reinforcements 12 are vertically held at horizontal intervals by the jigs 20. <P>COPYRIGHT: (C)2009,JPO&INPIT

Description

本発明は、高構造物の補強工法における鉄筋組立方法と、それに用いる鉄筋組立用冶具に関する。   The present invention relates to a reinforcing bar assembling method in a reinforcing method for a high structure and a reinforcing bar assembling tool used therefor.

既存のコンクリート橋脚を耐震補強するため、例えば特許文献1により、既存橋脚の対向面に少なくとも一対の縦溝を形成し、縦溝間に形成された貫通孔内に挿通した中間帯鉄筋の両端を、縦溝内に固定された支保鋼材に固定し、既存橋脚の表面に複数の補強軸方向鉄筋を配筋し、複数の補強帯鉄筋を支保鋼材に貫通させて補強軸方向鉄筋のうえから既存橋脚の外周に巻き、これら補強鉄筋や支保鋼材をモルタル被覆層で被覆してなる補強構造が知られている。   In order to seismically reinforce existing concrete piers, for example, according to Patent Document 1, at least a pair of longitudinal grooves are formed on the opposing surfaces of the existing piers, and both ends of intermediate strip reinforcing bars inserted into through holes formed between the longitudinal grooves are , Fixed to the supporting steel material fixed in the longitudinal groove, multiple reinforcing bar reinforcing bars are arranged on the surface of the existing pier, and several reinforcing bar reinforcing bars are penetrated through the supporting steel material and existing from above the reinforcing axial steel bars A reinforcing structure is known that is wound around the outer periphery of a bridge pier and covered with a mortar covering layer with these reinforcing steel bars and supporting steel materials.

ところで、高さが25mを超える構造物(以下、高構造物)の施工箇所としては、山間部、海岸部の山あいや谷あいに多く、施工条件が厳しい状況となっている。高構造物を耐震補強する場合、これまでは枠組み足場を橋脚に沿って設置し、RC巻き立て工法等で施工していた。また、鉄筋の組立作業には大型クレーンにより、鋼材を吊上げる必要があり、広い作業ヤードの確保も必要であった。   By the way, as a construction location of a structure having a height exceeding 25 m (hereinafter referred to as a high structure), there are many places in mountainous areas, mountainous areas and valleys in coastal areas, and the construction conditions are severe. In the past, in order to seismically reinforce high structures, framework scaffolds were installed along the piers and constructed using the RC winding method. In addition, it was necessary to lift the steel material with a large crane for assembling the reinforcing bars, and it was necessary to secure a large work yard.

また、通常は大型クレーンを使用して鉄筋・型枠組立作業を行うが、山間部や海岸部の山あいや谷あいは、クレーンなどの大型重機械が入らないケースが多いため、クレーンを使わないで効率的に施工する方法が求められている。
また、これまでは鉄筋・型枠組立、コンクリート打設を、例えば5m程度を1サイクルとして施工してきたが、1サイクル毎に枠組み足場を組立て施工することにより、工程が多く必要となっていた。
In addition, rebar and formwork assembly work is usually performed using a large crane, but there are many cases where large heavy machinery such as cranes do not enter in mountains and coastal areas, so do not use cranes. There is a need for an efficient construction method.
In the past, rebar / formwork assembly and concrete placement have been carried out with, for example, about 5 m as one cycle. However, many steps are required by assembling and constructing a frame scaffold every cycle.

すなわち、高構造物の耐震補強を行う場合、足場はコンクリート打設高さに合わせて枠組み足場を設置するため、多くの日数を要している。   In other words, when a seismic reinforcement of a high structure is performed, it takes a lot of days because the scaffold is installed in accordance with the concrete placement height.

ここで、特許文献2により、複数本の支柱に沿って昇降する1基の作業台よりなり、作業台の床板には折り曲げ自在な可撓性の連結部を設けた、昇降足場が知られている。   Here, according to Patent Document 2, an elevating scaffold is known, which is composed of one work table that moves up and down along a plurality of support columns, and is provided with a flexible connecting portion that can be bent on the floor plate of the work table. Yes.

また、特許文献3により、装置本体を、橋脚の支承部を囲むようにしてそれぞれ沓座上に載置され、隣接するものどうしが互いに連結固定される4つのセグメントで構成し、各セグメントの突出部の先端部には、ねじ機構を設け、このねじ機構で上部構造体を押すことにより、装置本体を沓座に押圧固定して、各セグメントには、支持バーを設け、各支持バーには、電動ウインチを着脱可能に支持させた橋脚用吊り装置が知られている。
特開平11−036230号公報 特開平07−197641号公報 特開平09−302949号公報
Further, according to Patent Document 3, the apparatus main body is composed of four segments that are respectively placed on a scorpion so as to surround the support portion of the pier, and adjacent ones are connected and fixed to each other. A screw mechanism is provided at the tip, and the upper structure is pushed by this screw mechanism to press and fix the device body to the saddle. Each segment is provided with a support bar, and each support bar is electrically operated. 2. Description of the Related Art A suspension device for a bridge pier in which a winch is detachably supported is known.
Japanese Patent Laid-Open No. 11-036230 JP 07-197641 A Japanese Patent Application Laid-Open No. 09-302949

しかし、高構造物に対し枠組み足場ではジベル筋、軸方向鉄筋、帯鉄筋の施工は連続作業ができないため、工期を多く必要としていた。また、高構造物施工箇所は作業ヤードの確保が困難なことから、大型クレーンを必要としない工法の開発が求められていた。   However, the construction of the gibber, axial rebar, and strip rebar for high-structure structures cannot be performed continuously, requiring a long work period. In addition, since it is difficult to secure a work yard at high-structure construction sites, development of a construction method that does not require a large crane has been sought.

つまり、山あいや谷あい等の現場においては、鉄筋組立等の作業にはクレーンが使用できないことがあることから、ホイストにより鉄筋を吊上げて組立てる必要がある。しかし、ホイストにより吊り込むためには、既存の吊り上げ方法では効率が悪いため、例えば特許文献2の昇降足場と例えば特許文献3のような電動ウインチ等と連携を図る方法で効率化する必要がある。   In other words, in a site such as a mountain or a valley, a crane may not be used for operations such as rebar assembly. Therefore, it is necessary to assemble the rebar by lifting it with a hoist. However, in order to suspend with a hoist, since the efficiency of the existing lifting method is low, it is necessary to improve the efficiency by a method that cooperates with, for example, the lifting scaffold of Patent Document 2 and the electric winch or the like of Patent Document 3. .

本発明の課題は、高構造物に対し昇降足場により補強を行う場合、大型クレーンを用いずに、軸方向鉄筋、帯鉄筋の施工が連続的にできて、大幅な工期短縮となる施工方法を提供することである。
また、本発明の課題は、そのような高構造物の補強工法における鉄筋組立方法に用いるのに好適し、昇降足場で作業箇所まで運搬し、治具により盛替えて既設鉄筋に固定した上、設計鉄筋間隔にセットして鉄筋組立が可能な治具を提供することである。
An object of the present invention is to provide a construction method that can continuously construct an axial rebar and a belt rebar without using a large crane, and greatly shorten the work period when reinforcing a high structure with a lifting scaffold. Is to provide.
In addition, the problem of the present invention is suitable for use in a reinforcing bar assembly method in such a high structure reinforcement method, and is transported to a work location on a lifting scaffold, and is refilled with a jig and fixed to an existing reinforcing bar, It is to provide a jig that can be set to a design rebar interval and can be assembled.

以上の課題を解決するため、請求項1に記載の発明は、高構造物に対し昇降足場を用いて補強資材を搬入し組み付ける工法であって、前記高構造物の上部にホイストを設置し、複数本の鉄筋を保持する冶具を前記昇降足場に搭載し、前記複数本の鉄筋を保持した前記冶具を前記ホイストにより前記昇降足場から吊り上げて、前記冶具に保持された前記複数本の鉄筋を前記高構造物に対し組み付けることを特徴とする。   In order to solve the above-mentioned problems, the invention according to claim 1 is a method for carrying in and assembling a reinforcing material using a lifting scaffold for a high structure, and installing a hoist on the upper part of the high structure, A jig holding a plurality of reinforcing bars is mounted on the lifting scaffold, the jig holding the plurality of reinforcing bars is lifted from the lifting scaffold by the hoist, and the plurality of reinforcing bars held by the jig are It is characterized by being assembled to a high structure.

請求項2に記載の発明は、請求項1に記載の高構造物の補強工法における鉄筋組立方法であって、前記冶具により前記複数本の鉄筋の間隔が調整されることを特徴とする。   The invention described in claim 2 is a reinforcing bar assembling method in the reinforcement method for a high structure according to claim 1, characterized in that intervals between the plurality of reinforcing bars are adjusted by the jig.

請求項3に記載の発明は、請求項1または2に記載の高構造物の補強工法における鉄筋組立方法であって、前記冶具により軸方向鉄筋が横方向に間隔を開けて垂直に保持されることを特徴とする。   The invention according to claim 3 is a reinforcing bar assembling method in the reinforcement method for a high structure according to claim 1 or 2, wherein the axial reinforcing bars are vertically held by the jig with a space in the lateral direction. It is characterized by that.

請求項4に記載の発明は、請求項1または2に記載の高構造物の補強工法における鉄筋組立方法であって、前記冶具により帯鉄筋が縦方向に間隔を開けて水平に保持されることを特徴とする。   The invention according to claim 4 is a reinforcing bar assembling method in the reinforcing method for a high structure according to claim 1 or 2, wherein the reinforcing bars are held horizontally by the jig in the vertical direction. It is characterized by.

請求項5に記載の発明は、請求項4に記載の高構造物の補強工法における鉄筋組立方法であって、平面視コ字状の帯鉄筋は両側部を前記ホイストで水平に吊り上げた状態で前記高構造物に対し組み付けることを特徴とする。   The invention according to claim 5 is a reinforcing bar assembling method in the reinforcement method for a high structure according to claim 4, wherein the U-shaped band reinforcing bar is horizontally lifted by the hoist in a state where both sides are lifted. It is assembled to the high structure.

請求項6に記載の発明は、複数本の鉄筋を1本ずつ保持する複数個の鉄筋保持部と、
これら複数個の鉄筋保持部の間隔を調整する間隔調整部と、を備える鉄筋組立用冶具を特徴とする。
The invention according to claim 6 includes a plurality of reinforcing bar holding portions for holding a plurality of reinforcing bars one by one,
A reinforcing bar assembling tool including an interval adjusting unit that adjusts an interval between the plurality of reinforcing bar holding units.

請求項7に記載の発明は、請求項6に記載の鉄筋組立用冶具であって、前記鉄筋保持部は、前記間隔調整部の送りねじに係合する係合部材に設けられていることを特徴とする。   The invention according to claim 7 is the reinforcing bar assembly jig according to claim 6, wherein the reinforcing bar holding part is provided on an engaging member that engages with a feed screw of the interval adjusting part. Features.

請求項8に記載の発明は、請求項7に記載の鉄筋組立用冶具であって、前記送りねじの回転時に前記係合部材を連動させるリンク機構を備えることを特徴とする。   The invention described in claim 8 is the reinforcing bar assembly jig according to claim 7, further comprising a link mechanism that interlocks the engaging member when the feed screw rotates.

本発明によれば、高構造物に対し昇降足場により補強を行う場合において、大型クレーンを用いずに、軸方向鉄筋、帯鉄筋の施工が連続的にできるため、工期を大幅に短縮できる。   According to the present invention, when reinforcing a high structure with a lifting scaffold, the construction of the axial rebar and the belt rebar can be performed continuously without using a large crane, so the construction period can be greatly shortened.

以下、図を参照して本発明を実施するための最良の形態を詳細に説明する。
(実施形態)
図1は本発明を適用した高構造物の耐震補強工法の一実施形態の構成として橋脚の耐震補強におけるジベル筋施工を示したもので、1はコンクリート橋脚(高構造物)、2はマスト(支柱)、3はワークプラットホーム(昇降足場)、4は天井レール、5はホイスト、11はジベル筋である。
Hereinafter, the best mode for carrying out the present invention will be described in detail with reference to the drawings.
(Embodiment)
FIG. 1 shows the construction of a gibber bar in seismic reinforcement of a bridge pier as a configuration of an embodiment of the seismic reinforcement method for a high structure to which the present invention is applied. 1 is a concrete pier (high structure), 2 is a mast ( (Support column), 3 is a work platform (elevating scaffold), 4 is a ceiling rail, 5 is a hoist, and 11 is a gibber muscle.

図示のように、高構造物であるコンクリート橋脚(以下、単に橋脚と呼ぶ)1の前後左右の四面を囲むように、前後各々二本ずつのマスト2に沿って昇降動作する昇降足場であるワークプラットホーム3が備えられている。このワークプラットホーム3には昇降動作の駆動源である電動モータが搭載されている。また、橋脚1の上部には、その前後面に平行する天井レール4に沿って移動する複数ずつのホイスト5が備えられている。
なお、マスト2は前後各一本ずつでも良い。また、ワークプラットホーム3は、図示例では、前後のマスト2に沿って昇降するワークプラットホーム3が対をなす構成となっているが、全一体の構成のものでも良い。そして、天井レール4は、橋脚1とマスト2との間に配置されている。この天井レール4は、橋脚1またはマスト2に固定される。さらに、その天井レール4の両端間にも天井レール4が架設されている。
As shown in the figure, a work that is an elevating scaffold that moves up and down along two masts 2 on the front and rear sides so as to surround the four front and rear four sides of a concrete pier (hereinafter simply referred to as a pier) 1 that is a high structure. A platform 3 is provided. The work platform 3 is equipped with an electric motor which is a drive source for the lifting operation. In addition, a plurality of hoists 5 each moving along a ceiling rail 4 parallel to the front and rear surfaces of the pier 1 are provided on the upper portion of the pier 1.
The mast 2 may be one each before and after. Further, in the illustrated example, the work platform 3 is configured such that the work platform 3 that moves up and down along the front and rear masts 2 forms a pair. The ceiling rail 4 is disposed between the pier 1 and the mast 2. The ceiling rail 4 is fixed to the pier 1 or the mast 2. Further, the ceiling rail 4 is also constructed between both ends of the ceiling rail 4.

以上のワークプラットホーム3には、耐震補強資材が天井レール4に備えられたホイスト5を利用して積み込まれ、ここでは、ジベル筋11が積み込まれて、マスト2に沿ったワークプラットホーム3の上昇・停止の都度、図示のように、橋脚1の外面にジベル筋11が組み付けられる。   The work platform 3 is loaded with the seismic reinforcement material using the hoist 5 provided on the ceiling rail 4. Here, the gibber muscle 11 is loaded and the work platform 3 is raised along the mast 2. Each time the vehicle is stopped, as shown in the figure, the gibber muscles 11 are assembled to the outer surface of the pier 1.

図2は次の軸方向鉄筋・帯鉄筋施工を示したもので、12は軸方向鉄筋、13・14は帯鉄筋である。   FIG. 2 shows the construction of the next axial rebar / strand reinforcement, 12 is an axial rebar, and 13 and 14 are rebars.

すなわち、ワークプラットホーム3には、天井レール4のホイスト5を利用して橋脚1の周囲を囲む軸方向鉄筋12と直線状の帯鉄筋13及び平面視コ字状の帯鉄筋14が積み込まれて、ワークプラットホーム3の上昇・停止の都度、図示のように、橋脚1の周囲に軸方向鉄筋12が組み付けられて、その軸方向鉄筋12に対し直線状の帯鉄筋13及び平面視コ字状の帯鉄筋14が組み付けられる。   That is, the work platform 3 is loaded with the axial rebar 12 surrounding the pier 1 around the hoist 5 of the ceiling rail 4, the straight rebar 13, and the U-shaped rebar 14 in plan view. Each time the work platform 3 is raised or stopped, an axial rebar 12 is assembled around the pier 1 as shown in the figure, and a linear rebar 13 and a U-shaped band in a plan view with respect to the axial rebar 12. The reinforcing bar 14 is assembled.

図3は次の型枠・コンクリート打設を示したもので、15は型枠、16は打設コンクリートである。   FIG. 3 shows the next formwork / concrete placement, in which 15 is the formwork and 16 is the cast concrete.

すなわち、ワークプラットホーム3には、天井レール4のホイスト5を利用して型枠15が積み込まれて、ワークプラットホーム3の上昇・停止の都度、橋脚1の周囲に組み付けた鉄筋を囲む型枠15が組み付けられて、さらに、図示のように、ワークプラットホーム3の上昇・停止後、型枠15内にコンクリートが打設される。図示例では、例えば、1段目から3段目までの型枠脱型が済んで、打設コンクリート16が現れ、4段目の型枠15・コンクリート打設工程となっている。   That is, the work platform 3 is loaded with a form 15 using the hoist 5 of the ceiling rail 4, and each time the work platform 3 is raised or stopped, the form 15 surrounding the reinforcing bars assembled around the pier 1 is provided. Further, as shown in the figure, after the work platform 3 is raised and stopped, concrete is placed in the mold 15. In the illustrated example, for example, the mold removal from the first stage to the third stage is completed, and the cast concrete 16 appears, which is the fourth-stage mold 15 / concrete placing process.

図4は次の型枠脱型を示したものである。
図示のように、例えば、5段目及び最終6段目の型枠15・コンクリート打設後、型枠脱型される。
FIG. 4 shows the next mold release.
As shown in the figure, for example, the mold 15 is removed from the mold after the casting of the fifth stage and the final sixth stage of the mold 15 and concrete.

次に、図5は図2の軸方向鉄筋・帯鉄筋施工における軸方向鉄筋組立方法を示したもので、20は鉄筋組立用冶具である。
図示のように、軸方向鉄筋12は、天井レール4の一対のホイスト5から繰り出されるケーブル6により吊り下げた鉄筋組立用冶具20を上下一対用いて、横方向に間隔を開けて垂直に保持された状態で組み付けられる。
Next, FIG. 5 shows an axial rebar assembling method in the axial rebar / band rebar construction shown in FIG. 2, and 20 is a rebar assembling jig.
As shown in the figure, the axial rebar 12 is held vertically with a space in the horizontal direction using a pair of upper and lower rebar assembly jigs 20 suspended by cables 6 fed from a pair of hoists 5 of the ceiling rail 4. It is assembled in the state.

鉄筋組立用冶具20は、図6に拡大して示したように、複数本の鉄筋を1本ずつ保持する複数個の鉄筋保持部21と、これら複数個の鉄筋保持部21の間隔を調整する間隔調整部31と、を備えている。鉄筋保持部21は、例えば一部を切り欠いたパイプ状の保持金具22に鉄筋(図示では軸方向鉄筋12)を通してボルト23の締め付けにより固定する方式のものである。   As shown in an enlarged view in FIG. 6, the reinforcing bar assembly jig 20 adjusts the intervals between the plurality of reinforcing bar holding parts 21 that hold a plurality of reinforcing bars one by one, and the plurality of reinforcing bar holding parts 21. An interval adjusting unit 31. The reinforcing bar holding portion 21 is of a type that is fixed to a pipe-shaped holding fitting 22 with a part cut away by tightening a bolt 23 through a reinforcing bar (axial reinforcing bar 12 in the drawing).

間隔調整部31は、軸線が水平方向の送りねじ32と、この送りねじ32に対し等間隔を開けて係合する複数個の係合部材33と、これら複数個の係合部材33を送りねじ32の回転時に連動させるリンク34・35とから構成されている。図示例において、隣り合う係合部材33間に2枚1組のリンク34とリンク35が回動自在に連結されて、送りねじ32の一端部に対し回転自在に組み付けた固定プレート36と、その隣り合う係合部材33間に2枚1組のリンク34が回動自在に架設されている。   The interval adjusting unit 31 includes a feed screw 32 whose axis is in the horizontal direction, a plurality of engagement members 33 engaged with the feed screw 32 at equal intervals, and the plurality of engagement members 33. It is comprised from the link 34 * 35 linked | linked when 32 rotates. In the illustrated example, a set of two links 34 and a link 35 are rotatably connected between adjacent engaging members 33, and a fixed plate 36 rotatably assembled to one end of the feed screw 32, A set of two links 34 is rotatably installed between adjacent engaging members 33.

ここで、固定プレート36とその反対側端部の係合部材33との間の図には表れない係合部材33は、送りねじ32上に遊合されている。そして、係合部材33の位置に対応して、リンク34・35の回動連結部の一側面に鉄筋保持部21の保持金具22が取り付けられている。
以上により間隔調整部31は、固定プレート36と反対側端部の係合部材33が送りねじ32の回転に連動して移動することで、その間のリンク34・35の伸縮動作を伴って係合部材33の間隔が等間隔を保ちながら変更される。
Here, the engaging member 33 that is not shown in the drawing between the fixing plate 36 and the engaging member 33 at the opposite end is loosely engaged with the feed screw 32. And the holding | maintenance metal fitting 22 of the reinforcing bar holding | maintenance part 21 is attached to one side surface of the rotation connection part of link 34 * 35 corresponding to the position of the engaging member 33. FIG.
As described above, the distance adjusting unit 31 is engaged with the expansion and contraction operation of the links 34 and 35 between the engagement member 33 at the end opposite to the fixed plate 36 in conjunction with the rotation of the feed screw 32. The interval between the members 33 is changed while maintaining an equal interval.

図7(a)は以上の鉄筋組立用冶具20による鉄筋保持を示したもので、図示例では、前述した固定プレート36に代えて、リンク35及び固定部材37を設けている。この固定部材37は送りねじ32の一端部に対し回転自在に組み付けたもので、この固定部材37に鉄筋保持部21の保持金具22が設けられている。そして、図示例では、その固定部材37の鉄筋保持部21を除いて、他の鉄筋保持部21に軸方向鉄筋12が保持されている。   FIG. 7A shows the reinforcing bar holding by the reinforcing bar assembly jig 20 described above. In the illustrated example, a link 35 and a fixing member 37 are provided in place of the fixing plate 36 described above. The fixing member 37 is rotatably assembled to one end of the feed screw 32, and the holding member 22 of the reinforcing bar holding portion 21 is provided on the fixing member 37. In the illustrated example, the axial reinforcing bars 12 are held by other reinforcing bar holding parts 21 except for the reinforcing bar holding part 21 of the fixing member 37.

図7(b)は間隔調整部31の収縮調整を示したもので、図7(c)はその収縮状態での先行既設鉄筋12Aへの固定と鉄筋間隔調整を矢印で示したものであり、図示のように、固定部材37の鉄筋保持部21を端部の先行既設鉄筋12Aに固定する。
このように、間隔調整部31を収縮調整してコンパクトにしながら、固定部材37の鉄筋保持部21を先行既設鉄筋12Aに固定することで、鉄筋組立用冶具20がブラブラせず安全を確保できる。
その後、矢印で示すように、間隔調整部31を伸張調整する。
FIG.7 (b) showed the shrinkage | contraction adjustment of the space | interval adjustment part 31, FIG.7 (c) shows the fixation to the preexisting rebar 12A in the contracted state and the reinforcement space | interval adjustment with an arrow, As illustrated, the reinforcing bar holding part 21 of the fixing member 37 is fixed to the preceding existing reinforcing bar 12A at the end.
In this way, by fixing the reinforcing bar holding part 21 of the fixing member 37 to the preceding existing reinforcing bar 12A while adjusting the contraction of the interval adjusting part 31 to make it compact, the reinforcing bar assembling tool 20 can be secured without being dangled.
Thereafter, as shown by the arrows, the distance adjusting unit 31 is stretched and adjusted.

図7(d)は下方の先行既設鉄筋12Bへの軸方向鉄筋12の圧接を示したもので、仮想線で簡略化して示した上下一対の鉄筋組立用冶具20で保持された軸方向鉄筋12を、下方の先行既設鉄筋12Bに緊結・圧接する。   FIG. 7D shows the pressure welding of the axial rebar 12 to the lower preceding existing rebar 12B, and the axial rebar 12 held by a pair of upper and lower rebar assembling jigs 20 simplified by phantom lines. Are fastened and pressed against the preceding existing reinforcing bar 12B.

以上の軸方向鉄筋12の組立フローは以下のとおりである。
1.鉄筋組立用冶具20に軸方向鉄筋12を取り付ける。
2.鉄筋組立用冶具20の間隔調整部31を収縮調整する。
3.鉄筋組立用冶具20を図示しない小型クレーンによりワークプラットホーム3内に吊り込む。
4.ワークプラットホーム3を作業箇所まで上昇させる。
5.ホイスト5により鉄筋組立用冶具20を吊り上げる。
6.鉄筋組立用冶具20を端部の先行既設鉄筋12Aに固定する。
7.鉄筋組立用冶具20の間隔調整部31を伸張調整する。
8.鉄筋組立用冶具20の軸方向鉄筋12を下方の先行既設鉄筋12Bに緊結・圧接する。
The assembly flow of the above axial rebar 12 is as follows.
1. The axial rebar 12 is attached to the rebar assembly jig 20.
2. Shrinkage adjustment of the space | interval adjustment part 31 of the rebar assembly jig 20 is carried out.
3. The reinforcing bar assembly jig 20 is suspended in the work platform 3 by a small crane (not shown).
4). The work platform 3 is raised to the work location.
5). The rebar assembly jig 20 is lifted by the hoist 5.
6). The reinforcing bar assembly jig 20 is fixed to the preceding existing reinforcing bar 12A at the end.
7). The distance adjusting part 31 of the reinforcing bar assembling jig 20 is stretched and adjusted.
8). The axial rebar 12 of the reinforcing bar assembling tool 20 is tightly bonded and pressed to the lower preceding existing reinforcing bar 12B.

次に、図8は図2の軸方向鉄筋・帯鉄筋施工における帯鉄筋組立方法を示したもので、図示のように、帯鉄筋13・14は、天井レール4の一対のホイスト5から繰り出されるケーブル6により吊り下げた鉄筋組立用冶具20を左右一対または前後一対用いて、縦方向に間隔を開けて水平に保持された状態で組み付けられる。   Next, FIG. 8 shows a method for assembling the band rebar in the axial rebar / band rebar construction shown in FIG. 2. As shown in the figure, the band rebars 13 and 14 are fed out from a pair of hoists 5 of the ceiling rail 4. The rebar assembling jig 20 suspended by the cable 6 is assembled using a pair of left and right or a pair of front and rear in a state of being held horizontally with a space in the vertical direction.

ここで、図9(a)は帯鉄筋13・14の配置を示したもので、橋脚1の周囲に軸方向鉄筋12を囲むようにして、図示のように、平行する直線状の帯鉄筋13及び対向する平面視コ字状の帯鉄筋14が組み付けられる。   Here, FIG. 9A shows the arrangement of the rebars 13 and 14. The axial rebar 12 is surrounded around the pier 1 so that the parallel straight rebars 13 are opposed to each other as shown in the figure. A band rebar 14 having a U-shape in plan view is assembled.

図9(b)は平面視コ字状の帯鉄筋14の鉄筋組立用冶具20による保持箇所を示したもので、平面視コ字状の帯鉄筋14は、図示のように、中央部を鉄筋保持部21で保持して、両側部を対応するポイントPで、天井レール4の一対のホイスト5から繰り出されるケーブル6により保持される。
こうして、平面視コ字状の帯鉄筋14の両側部はホイスト5により所定高さで吊り上げて組み付けられる。
FIG. 9B shows a holding position of the U-shaped band rebar 14 in plan view by the reinforcing bar assembly jig 20, and the U-shaped band rebar 14 in plan view has a reinforcing bar at the center as shown in the figure. It is held by the holding part 21, and both sides are held at the corresponding points P by the cable 6 fed out from the pair of hoists 5 of the ceiling rail 4.
In this way, both sides of the U-shaped band reinforcing bar 14 in plan view are lifted and assembled by the hoist 5 at a predetermined height.

図9(c)は直線状の帯鉄筋13の鉄筋組立用冶具20による保持箇所を示したもので、直線状の帯鉄筋13は、図示のように、両端部側を鉄筋保持部21で保持される。   FIG. 9 (c) shows a holding position of the linear band reinforcing bar 13 by the reinforcing bar assembly jig 20, and the linear band reinforcing bar 13 is held by the reinforcing bar holding part 21 at both ends as shown in the figure. Is done.

図10は図8(b)の鉄筋組立用冶具20を拡大したもので、基本的には、前述した鉄筋組立用冶具20の送りねじ32を垂直方向に向けるとともに、係合部材33に鉄筋保持部21の保持金具22を設けたものである。   FIG. 10 is an enlarged view of the reinforcing bar assembly jig 20 shown in FIG. 8B. Basically, the feed screw 32 of the reinforcing bar assembly jig 20 is directed in the vertical direction, and the engaging member 33 holds the reinforcing bar. The holding metal fitting 22 of the part 21 is provided.

図11は図10の鉄筋保持部21の保持方式と異なる保持方式を示したもので、図11(a)は回転式の鉄筋保持部24であり、図示のように、例えば切欠部を有するリング状の保持金具25・26を組み合わせて帯鉄筋13・14を着脱する回転式のものである。
また、図11(b)はワンタッチ式の鉄筋保持部27であり、図示のように、例えばフック状の保持金具28にストッパピン29を組み合わせて帯鉄筋13・14を着脱するワンタッチ式のものである。
FIG. 11 shows a holding method different from the holding method of the reinforcing bar holding part 21 of FIG. 10, and FIG. 11 (a) shows a rotary reinforcing bar holding part 24. As shown in FIG. It is a rotary type that attaches and detaches the strip reinforcing bars 13 and 14 by combining the holding brackets 25 and 26 in the shape of a ring.
FIG. 11B shows a one-touch type reinforcing bar holding portion 27. As shown in the figure, for example, the hook-type holding bracket 28 is combined with a stopper pin 29 to attach and detach the band reinforcing bars 13 and 14. is there.

図12はワークプラットホーム3上の鉄筋取込みガイド40を示したもので、図示のように、ワークプラットホーム3の床面上には、左右一対の傾斜ガイド板41及びその上方に連続する曲線ガイド板42による鉄筋取込みガイド40が設置されている。
図示のように、帯鉄筋13を保持した一対の鉄筋組立用冶具20は、図示しない小型クレーンによりワークプラットホーム3上の所定の床面上の橋脚1側に、図示したように、固定プレート36を下にしてセットされる。このとき、鉄筋組立用冶具20に保持された帯鉄筋13は、一対の鉄筋取込みガイド40の傾斜ガイド板41の近傍位置にある。
FIG. 12 shows a reinforcing bar take-in guide 40 on the work platform 3. As shown in the figure, on the floor surface of the work platform 3, a pair of left and right inclined guide plates 41 and a curved guide plate 42 continuous above the left and right inclined guide plates 41. A reinforcing bar take-in guide 40 is installed.
As shown in the figure, a pair of rebar assembling jigs 20 holding the rebar 13 is provided with a fixing plate 36 as shown in the figure on the side of the pier 1 on a predetermined floor surface on the work platform 3 by a small crane (not shown). Set down. At this time, the band reinforcing bar 13 held by the reinforcing bar assembling jig 20 is in the vicinity of the inclined guide plate 41 of the pair of reinforcing bar take-in guides 40.

そして、一対の鉄筋組立用冶具20に、天井レール4の一対のホイスト5から繰り出されるケーブル6を連結した後、ホイスト5により鉄筋組立用冶具20を吊り上げると、鉄筋組立用冶具20に保持された帯鉄筋13は、一対の鉄筋取込みガイド40の傾斜ガイド板41にガイドされながら上昇し、その上部の曲線ガイド板42により橋脚1側に吊り込まれて上昇する。   Then, after connecting the cable 6 fed from the pair of hoists 5 of the ceiling rail 4 to the pair of rebar assembly jigs 20 and then lifting the rebar assembly jig 20 by the hoists 5, the rebar assembly jig 20 holds the rebar assembly jig 20. The band reinforcing bar 13 is raised while being guided by the inclined guide plate 41 of the pair of reinforcing bar take-in guides 40 and is lifted by being hung to the pier 1 side by the curved guide plate 42 on the upper part thereof.

図13は鉄筋組立用冶具29による先行既設鉄筋13A・14Aへの固定を示したもので、最下段の鉄筋保持部21を除いて、他の鉄筋保持部21に帯鉄筋13(または帯鉄筋14)が保持されている。その後、図示のように、最下段の鉄筋保持部21を下方の先行既設鉄筋13A(または先行既設鉄筋14A)に固定する。   FIG. 13 shows the fixing to the pre-existing reinforcing bars 13A and 14A by the reinforcing bar assembly jig 29. Except for the lowermost reinforcing bar holding part 21, the reinforcing bar 13 (or the band reinforcing bar 14) is connected to the other reinforcing bar holding parts 21. ) Is held. Thereafter, as shown in the drawing, the lowermost reinforcing bar holding portion 21 is fixed to the lower preceding existing reinforcing bar 13A (or the preceding existing reinforcing bar 14A).

以上の帯鉄筋13・14の組立フローは、前述した軸方向鉄筋12の組立フローと同様である。   The assembly flow of the band rebars 13 and 14 is the same as the assembly flow of the axial rebar 12 described above.

以上、実施形態の施工方法によれば、橋脚1に対しワークプラットホーム3により耐震補強を行う場合、ジベル筋11、軸方向鉄筋12、帯鉄筋13・14の施工が連続的にできるため、工期を大幅に短縮できる。   As described above, according to the construction method of the embodiment, when the seismic reinforcement is performed on the pier 1 by the work platform 3, the construction of the gibber reinforcement 11, the axial reinforcement 12, and the strip reinforcements 13 and 14 can be continuously performed. Can be greatly shortened.

なお、以上の実施形態においては、橋脚の耐震補強としたが、本発明はこれに限定されるものではなく、耐震補強の対象は他に塔などの高構造物であっても良い。
また、昇降足場の構成等も任意であり、その他、具体的な細部構造等についても適宜に変更可能であることは勿論である。
In the above embodiment, the pier is seismic strengthened, but the present invention is not limited to this, and the object of seismic strengthening may be a high structure such as a tower.
Further, the structure of the lifting scaffold is arbitrary, and it is needless to say that other specific detailed structures can be appropriately changed.

本発明を適用した高構造物の耐震補強工法の一実施形態の構成を示すもので、橋脚の耐震補強におけるジベル筋施工を示した概略側面図(a)及び同正面図(b)である。BRIEF DESCRIPTION OF THE DRAWINGS The structure of one Embodiment of the seismic reinforcement method of the high structure to which this invention is applied is shown, It is the schematic side view (a) and the same front view (b) which showed the construction of the gibber reinforcement in the seismic reinforcement of a bridge pier. 図1の施工に続く軸方向鉄筋・帯鉄筋施工を示した概略側面図(a)及び同正面図(b)である。It is the schematic side view (a) and the same front view (b) which showed the axial direction reinforcement and the band reinforcement construction following the construction of FIG. 図2の施工に続く型枠・コンクリート打設を示した概略側面図(a)及び同正面図(b)である。It is the schematic side view (a) and the same front view (b) which showed the formwork and concrete placement following the construction of FIG. 図3の施工に続く型枠脱型を示した概略側面図(a)及び同正面図(b)である。It is the schematic side view (a) and the same front view (b) which showed the mold form demolding following construction of FIG. 図2の軸方向鉄筋・帯鉄筋施工における軸方向鉄筋組立方法を示した概略側面図(a)及び同正面図(b)である。It is the schematic side view (a) and the same front view (b) which showed the axial direction reinforcing bar assembly method in the axial direction reinforcing bar and belt reinforcing bar construction of FIG. 図5の冶具部分の拡大斜視図である。It is an expansion perspective view of the jig part of FIG. 図6の冶具による鉄筋保持を示した斜視図(a)で、その冶具の収縮調整を示した図(b)、その冶具による先行既設鉄筋への固定と鉄筋間隔調整を矢印で示した図(c)、先行既設鉄筋への軸方向鉄筋の圧接を示した図(d)である。FIG. 6A is a perspective view showing the reinforcement holding by the jig of FIG. 6A, and FIG. 6B is a diagram showing the shrinkage adjustment of the jig; FIG. c) It is the figure (d) which showed the press contact of the axial direction reinforcement to the preceding existing reinforcement. 図2の軸方向鉄筋・帯鉄筋施工における帯鉄筋組立方法を示した概略側面図(a)及び同正面図(b)である。It is the schematic side view (a) and the same front view (b) which showed the band reinforcement assembly method in the axial direction reinforcing bar and band reinforcement construction of FIG. 帯鉄筋の配置を示した平面図(a)で、平面視コ字状の帯鉄筋の冶具による保持箇所を示した図(b)、直線状の帯鉄筋の冶具による保持箇所を示した図(c)である。A plan view (a) showing the arrangement of the band reinforcing bars, a diagram (b) showing the U-shaped band reinforcing bar jig holding position in a plan view, and a diagram showing the holding position of the linear band reinforcing bar jig ( c). 図8(b)の冶具部分の拡大斜視図である。It is an expansion perspective view of the jig part of FIG.8 (b). 図10の保持方式と異なる保持方式を示した図(a)及び(b)である。It is the figure (a) and (b) which showed the holding system different from the holding system of FIG. 昇降足場上の鉄筋取込みガイドを示した斜視図である。It is the perspective view which showed the reinforcing bar taking-in guide on a raising / lowering scaffold. 図12の冶具による先行既設鉄筋への固定を示した斜視図である。It is the perspective view which showed fixation to the prior | preceding existing reinforcement by the jig of FIG.

符号の説明Explanation of symbols

1 高構造物
2 支柱
3 昇降足場
4 天井レール
5 ホイスト
6 ケーブル
11 ジベル筋
12 軸方向鉄筋
13 直線状の帯鉄筋
14 平面視コ字状の帯鉄筋
15 型枠
16 打設コンクリート
20 鉄筋組立用冶具
21 鉄筋保持部
22 保持金具
23 ボルト
24 鉄筋保持部
25 保持金具
26 保持金具
27 鉄筋保持部
28 保持金具
29 ストッパピン
31 間隔調整部
32 送りねじ
33 係合部材
34 リンク
35 リンク
36 固定プレート
37 固定部材
40 鉄筋取込みガイド
41 傾斜ガイド板
42 曲線ガイド板
DESCRIPTION OF SYMBOLS 1 High structure 2 Support | pillar 3 Lifting scaffold 4 Ceiling rail 5 Hoist 6 Cable 11 Givel bar 12 Axial rebar 13 Linear strip reinforcing bar 14 U-shaped strip reinforcing bar 15 Formwork 16 Placing concrete 20 Reinforcement assembly jig 21 Reinforcing Bar Holding Part 22 Holding Bracket 23 Bolt 24 Reinforcing Bar Holding Part 25 Holding Bracket 26 Holding Bracket 27 Reinforcing Bar Holding Part 28 Holding Bracket 29 Stopper Pin 31 Space Adjusting Part 32 Feed Screw 33 Engaging Member 34 Link 35 Link 36 Fixing Plate 37 Fixing Member 40 Reinforcing Bar Retention Guide 41 Inclined Guide Plate 42 Curved Guide Plate

Claims (8)

高構造物に対し昇降足場を用いて補強資材を搬入し組み付ける工法であって、
前記高構造物の上部にホイストを設置し、
複数本の鉄筋を保持する冶具を前記昇降足場に搭載し、
前記複数本の鉄筋を保持した前記冶具を前記ホイストにより前記昇降足場から吊り上げて、前記冶具に保持された前記複数本の鉄筋を前記高構造物に対し組み付けることを特徴とする高構造物の補強工法における鉄筋組立方法。
It is a method of carrying in and assembling reinforcing materials using a lifting scaffold for high structures,
Install a hoist on top of the high structure,
A jig for holding a plurality of reinforcing bars is mounted on the lifting scaffold,
Reinforcing the high structure, wherein the jig holding the plurality of reinforcing bars is lifted from the lifting scaffold by the hoist, and the plurality of reinforcing bars held by the jig are assembled to the high structure. Rebar assembly method in the construction method.
前記冶具により前記複数本の鉄筋の間隔が調整されることを特徴とする請求項1に記載の高構造物の補強工法における鉄筋組立方法。   The reinforcing bar assembling method in the reinforcing method for a high structure according to claim 1, wherein an interval between the plurality of reinforcing bars is adjusted by the jig. 前記冶具により軸方向鉄筋が横方向に間隔を開けて垂直に保持されることを特徴とする請求項1または2に記載の高構造物の補強工法における鉄筋組立方法。   The reinforcing bar assembling method in the reinforcing method for a high structure according to claim 1 or 2, wherein the jigs hold the axial reinforcing bars vertically with a gap in the horizontal direction. 前記冶具により帯鉄筋が縦方向に間隔を開けて水平に保持されることを特徴とする請求項1または2に記載の高構造物の補強工法における鉄筋組立方法。   The reinforcing bar assembling method in the reinforcing method for a high structure according to claim 1 or 2, wherein the reinforcing bars are held horizontally by the jig with a space in the vertical direction. 平面視コ字状の帯鉄筋は両側部を前記ホイストで水平に吊り上げた状態で前記高構造物に対し組み付けることを特徴とする請求項4に記載の高構造物の補強工法における鉄筋組立方法。   5. The reinforcing bar assembling method in the reinforcing method for a high structure according to claim 4, wherein the U-shaped band reinforcing bar is assembled to the high structure in a state where both side portions are horizontally lifted by the hoist. 複数本の鉄筋を1本ずつ保持する複数個の鉄筋保持部と、
これら複数個の鉄筋保持部の間隔を調整する間隔調整部と、を備えることを特徴とする鉄筋組立用冶具。
A plurality of reinforcing bar holding portions for holding a plurality of reinforcing bars one by one;
A rebar assembling jig comprising: a space adjusting unit that adjusts a space between the plurality of rebar holding units.
前記鉄筋保持部は、前記間隔調整部の送りねじに係合する係合部材に設けられていることを特徴とする請求項6に記載の鉄筋組立用冶具。   The reinforcing bar assembly jig according to claim 6, wherein the reinforcing bar holding part is provided on an engaging member that engages with a feed screw of the interval adjusting part. 前記送りねじの回転時に前記係合部材を連動させるリンク機構を備えることを特徴とする請求項7に記載の鉄筋組立用冶具。   The rebar assembly jig according to claim 7, further comprising a link mechanism that interlocks the engagement member when the feed screw rotates.
JP2007295466A 2007-11-14 2007-11-14 Reinforcing bar assembly method and reinforcing bar assembly jig for reinforcing structure of high structure Active JP4521024B2 (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
JP2007295466A JP4521024B2 (en) 2007-11-14 2007-11-14 Reinforcing bar assembly method and reinforcing bar assembly jig for reinforcing structure of high structure

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
JP2007295466A JP4521024B2 (en) 2007-11-14 2007-11-14 Reinforcing bar assembly method and reinforcing bar assembly jig for reinforcing structure of high structure

Publications (2)

Publication Number Publication Date
JP2009121108A true JP2009121108A (en) 2009-06-04
JP4521024B2 JP4521024B2 (en) 2010-08-11

Family

ID=40813555

Family Applications (1)

Application Number Title Priority Date Filing Date
JP2007295466A Active JP4521024B2 (en) 2007-11-14 2007-11-14 Reinforcing bar assembly method and reinforcing bar assembly jig for reinforcing structure of high structure

Country Status (1)

Country Link
JP (1) JP4521024B2 (en)

Cited By (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010018974A (en) * 2008-07-09 2010-01-28 Totetsu Kogyo Co Ltd Implement for placing of reinforcement
CN102251483A (en) * 2011-05-23 2011-11-23 海波重型工程科技股份有限公司 Construction method for hoisting concrete-filled steel tube lattice bridge pier through self-lifting attached crane
JP2012132247A (en) * 2010-12-22 2012-07-12 Okumura Corp Reinforcement bar suspending and arranging device
AU2012258440B2 (en) * 2012-02-20 2014-07-17 Honda Motor Co., Ltd. Terminal base of power supply device for electric vehicle
JP2020125619A (en) * 2019-02-04 2020-08-20 鹿島建設株式会社 Conveyance system and installation method
CN111576195A (en) * 2020-04-16 2020-08-25 中铁城建集团有限公司 Construction method of support-free hoop for cylindrical pier
CN113089494A (en) * 2021-04-20 2021-07-09 中国建筑第八工程局有限公司 Transverse stirrup mounting mechanism for forming steel reinforcement framework of large box girder

Citations (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS56465A (en) * 1979-06-18 1981-01-06 Sumitomo Metal Ind Method of linking reinforcing steel bar
JPS5844157A (en) * 1981-09-09 1983-03-15 清水建設株式会社 Assembling method of reinforcing iron wire
JPH07197641A (en) * 1993-12-15 1995-08-01 Scaninter Ag Lifting scaffold and brake for lifting scaffold
JPH0967935A (en) * 1995-08-31 1997-03-11 Kajima Corp Reinforcement arranging device
JPH09158470A (en) * 1995-12-13 1997-06-17 Rentaruno Nikken:Kk Prefabricated scaffolding for bridge pier
JPH09279848A (en) * 1996-04-16 1997-10-28 Nippon Biniron Kk Device for dividing interval for reinforcing bar arrangement
JPH09296614A (en) * 1996-05-02 1997-11-18 Nippon Steel Corp Structure for reinforcing columnal structure
JPH09302949A (en) * 1996-05-16 1997-11-25 Topy Kensetsu Kk Bridge-pier suspension device
JPH1045391A (en) * 1996-08-02 1998-02-17 Shuji Takase Jack device for heavy structure, etc., and lifting construction method
JPH10131130A (en) * 1996-10-29 1998-05-19 Sumikura Kozai Kk Reinforcing-bar arranging method of rc structure
JPH1136230A (en) * 1997-07-16 1999-02-09 Hazama Gumi Ltd Reinforcing structure for existing bridge pier
JP2005264560A (en) * 2004-03-18 2005-09-29 Kaname Kato Device for arranging vertical reinforcement

Patent Citations (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPS56465A (en) * 1979-06-18 1981-01-06 Sumitomo Metal Ind Method of linking reinforcing steel bar
JPS5844157A (en) * 1981-09-09 1983-03-15 清水建設株式会社 Assembling method of reinforcing iron wire
JPH07197641A (en) * 1993-12-15 1995-08-01 Scaninter Ag Lifting scaffold and brake for lifting scaffold
JPH0967935A (en) * 1995-08-31 1997-03-11 Kajima Corp Reinforcement arranging device
JPH09158470A (en) * 1995-12-13 1997-06-17 Rentaruno Nikken:Kk Prefabricated scaffolding for bridge pier
JPH09279848A (en) * 1996-04-16 1997-10-28 Nippon Biniron Kk Device for dividing interval for reinforcing bar arrangement
JPH09296614A (en) * 1996-05-02 1997-11-18 Nippon Steel Corp Structure for reinforcing columnal structure
JPH09302949A (en) * 1996-05-16 1997-11-25 Topy Kensetsu Kk Bridge-pier suspension device
JPH1045391A (en) * 1996-08-02 1998-02-17 Shuji Takase Jack device for heavy structure, etc., and lifting construction method
JPH10131130A (en) * 1996-10-29 1998-05-19 Sumikura Kozai Kk Reinforcing-bar arranging method of rc structure
JPH1136230A (en) * 1997-07-16 1999-02-09 Hazama Gumi Ltd Reinforcing structure for existing bridge pier
JP2005264560A (en) * 2004-03-18 2005-09-29 Kaname Kato Device for arranging vertical reinforcement

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2010018974A (en) * 2008-07-09 2010-01-28 Totetsu Kogyo Co Ltd Implement for placing of reinforcement
JP2012132247A (en) * 2010-12-22 2012-07-12 Okumura Corp Reinforcement bar suspending and arranging device
CN102251483A (en) * 2011-05-23 2011-11-23 海波重型工程科技股份有限公司 Construction method for hoisting concrete-filled steel tube lattice bridge pier through self-lifting attached crane
CN102251483B (en) * 2011-05-23 2013-01-09 海波重型工程科技股份有限公司 Construction method for hoisting concrete-filled steel tube lattice bridge pier through self-lifting attached crane
AU2012258440B2 (en) * 2012-02-20 2014-07-17 Honda Motor Co., Ltd. Terminal base of power supply device for electric vehicle
AU2012258440A8 (en) * 2012-02-20 2014-07-17 Honda Motor Co., Ltd. Terminal base of power supply device for electric vehicle
US9093701B2 (en) 2012-02-20 2015-07-28 Honda Motor Co., Ltd. Terminal base of power supply device for electric vehicle
JP2020125619A (en) * 2019-02-04 2020-08-20 鹿島建設株式会社 Conveyance system and installation method
JP7158304B2 (en) 2019-02-04 2022-10-21 鹿島建設株式会社 Transport system and installation method
CN111576195A (en) * 2020-04-16 2020-08-25 中铁城建集团有限公司 Construction method of support-free hoop for cylindrical pier
CN113089494A (en) * 2021-04-20 2021-07-09 中国建筑第八工程局有限公司 Transverse stirrup mounting mechanism for forming steel reinforcement framework of large box girder
CN113089494B (en) * 2021-04-20 2023-02-03 中国建筑第八工程局有限公司 Transverse stirrup mounting mechanism for forming steel reinforcement framework of large box girder

Also Published As

Publication number Publication date
JP4521024B2 (en) 2010-08-11

Similar Documents

Publication Publication Date Title
JP4521024B2 (en) Reinforcing bar assembly method and reinforcing bar assembly jig for reinforcing structure of high structure
KR101028868B1 (en) Lifting and moving apparatus temporary structure end segment of bridge and end segment for bridge structure method using the same
JP4377506B2 (en) Bridge erection device and bridge erection method
JP3440422B2 (en) Bridge construction method and bridge construction device
JPH11181725A (en) Method for constructing horizontal beam of main tower made of concrete
CN109629449B (en) Mounting and positioning support and alignment method for steel-concrete combined section of arch foot of steel box arch bridge
JP2017048635A (en) Bridge disassembly method of using installation girder
JP2010133084A (en) Method of constructing hollow high structure
JP5421143B2 (en) Overhead crane installation equipment
JP2010242308A (en) Method for demolishing high-rise building of concrete slab structure, and concrete slab demolition equipment
JP2008248664A (en) Hoisting method of curtain wall
CN112482317A (en) Door slot second-stage concrete self-climbing slip form pouring system and construction method
JPH09317183A (en) Construction method of building
JP5693869B2 (en) Bridge girder construction method
JP5254686B2 (en) Rebar assembly jig
JPH08134848A (en) Execution method of steel pipe-concrete composite structure pier
CN207957611U (en) A kind of small members are mobile and install equipment
JP5356091B2 (en) Crane girder exchanging method and crane girder exchanging apparatus
KR100293687B1 (en) Concrete delivery device and its installation method
CN212224665U (en) Prefabricated post guiding device and prestressing force frame construction&#39;s guide installation device of taking one&#39;s place
CN113502756A (en) Thin-wall pier hydraulic creeping formwork system and construction method thereof
CN108797350B (en) Tower column inner and outer stiff skeleton device and construction method thereof
CN113789725B (en) Suspension bridge construction method and lifting device
CN212359072U (en) Construction equipment of roofing of encorbelmenting
CN218813232U (en) Auxiliary mounting, dismounting and fixing device for prestressed box girder tensioning jack

Legal Events

Date Code Title Description
A977 Report on retrieval

Free format text: JAPANESE INTERMEDIATE CODE: A971007

Effective date: 20091127

A131 Notification of reasons for refusal

Free format text: JAPANESE INTERMEDIATE CODE: A131

Effective date: 20100126

A521 Request for written amendment filed

Free format text: JAPANESE INTERMEDIATE CODE: A523

Effective date: 20100317

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

Free format text: JAPANESE INTERMEDIATE CODE: A01

Effective date: 20100427

A01 Written decision to grant a patent or to grant a registration (utility model)

Free format text: JAPANESE INTERMEDIATE CODE: A01

A61 First payment of annual fees (during grant procedure)

Free format text: JAPANESE INTERMEDIATE CODE: A61

Effective date: 20100521

FPAY Renewal fee payment (event date is renewal date of database)

Free format text: PAYMENT UNTIL: 20130528

Year of fee payment: 3

R150 Certificate of patent or registration of utility model

Ref document number: 4521024

Country of ref document: JP

Free format text: JAPANESE INTERMEDIATE CODE: R150

Free format text: JAPANESE INTERMEDIATE CODE: R150

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S111 Request for change of ownership or part of ownership

Free format text: JAPANESE INTERMEDIATE CODE: R313117

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S533 Written request for registration of change of name

Free format text: JAPANESE INTERMEDIATE CODE: R313533

R370 Written measure of declining of transfer procedure

Free format text: JAPANESE INTERMEDIATE CODE: R370

S531 Written request for registration of change of domicile

Free format text: JAPANESE INTERMEDIATE CODE: R313531

S533 Written request for registration of change of name

Free format text: JAPANESE INTERMEDIATE CODE: R313533

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

S111 Request for change of ownership or part of ownership

Free format text: JAPANESE INTERMEDIATE CODE: R313117

R350 Written notification of registration of transfer

Free format text: JAPANESE INTERMEDIATE CODE: R350

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250

R250 Receipt of annual fees

Free format text: JAPANESE INTERMEDIATE CODE: R250