JPH09195230A - Construction method of reinforcing existing bridge floor system - Google Patents
Construction method of reinforcing existing bridge floor systemInfo
- Publication number
- JPH09195230A JPH09195230A JP2309196A JP2309196A JPH09195230A JP H09195230 A JPH09195230 A JP H09195230A JP 2309196 A JP2309196 A JP 2309196A JP 2309196 A JP2309196 A JP 2309196A JP H09195230 A JPH09195230 A JP H09195230A
- Authority
- JP
- Japan
- Prior art keywords
- main girder
- bridge
- existing
- girder
- frame
- 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.)
- Pending
Links
Abstract
Description
【0001】[0001]
【発明の属する技術分野】 本発明は、既設橋梁床版の
補強工法の改善に関する。TECHNICAL FIELD The present invention relates to an improvement in a method of reinforcing an existing bridge floor slab.
【0002】[0002]
【発明の技術的背景】 貨物自動車の大型化に伴う載荷
重量が増大化している。一般道路はこの載荷重量の増大
に問題はないが、既設の橋梁道路床版では単位面積当た
りの耐荷重重量が例えば20トンに制約されていること
から、この耐荷重重量を例えば単位面積当たり25トン
に補強する必要がある。TECHNICAL BACKGROUND OF THE INVENTION As the size of a freight vehicle increases, the load capacity increases. On ordinary roads, there is no problem in increasing this load capacity, but since the load bearing weight per unit area is limited to, for example, 20 tons in the existing bridge road floor slab, this load bearing weight is limited to, for example, 25 ton per unit area. It is necessary to reinforce tons.
【0003】[0003]
【従来の技術】 従来この種既設橋梁床版の補強工法
は、図5〜図8に示すように、既設橋梁床版1の下部全
長に吊足場2を構成し、この吊足場2を利用して、橋梁
床版を構成する最外側の既設主桁3とこれに隣接する既
設主桁4の下端適当間隔毎に吊金具5,6を付設すると
ともに、この両吊金具5,6に水平姿勢の長尺受梁7を
橋架的に支持させる。一方、図7に示すように前記吊足
場2の特定個所に、これの一部を欠除した荷取り口8を
設け、この荷取り口8に対応した前記橋梁床版1の下面
前後に2個一組の滑車9を設け、この滑車9と地上に設
置したウインチ10との間にウインチワイヤー11をか
け回わし、このウインチワイヤー11の一端に結合した
増設主桁12が前記荷取り口8を介して吊上げ供給され
るようにしてある。更に、前記荷取り口8に臨む複数の
前記受梁7を、図の矢印で示すように、一定のストロー
ク出入移動できるように構成する。又前記受梁7上に
は、橋梁床版1の全長にわたって図8に示すような上面
にテフロン板などを敷設した断面形状が上向きコ字形の
増設主桁12の滑り架台13が付設してある。又前記出
入移動する受梁7上に付設される滑り架台13は、他の
受梁7に設けた滑り架台13とは接離可能に分離されて
いる。図8に示す14は、増設主桁12の転倒防止金具
である。そこで、従来技術の既設橋梁床版1の補強工法
は、荷取り口8に対応する受梁7を後退させて荷取り口
8を大きく開口しておき、図7に示すように、ウインチ
10の駆動により地上に仮置きされている増設主桁12
を荷取り口8を介して滑り架台13の付設位置より上方
に吊り上げる。この状態で後退されている受梁7を前進
させ、この受梁7に付設してある滑り架台13の前後端
を他の受梁7に付設してある滑り架台13と一致せしめ
る。この状態で増設主桁12をウインチ操作により増設
主桁12の下端を滑り架台13上に降ろしたのち、連結
されているウインチワイヤー11を解き放し、フリーと
なった増設主桁12を何らかの手段で所定個所に搬送す
る。所定の位置に搬送された増設主桁12の上部フラン
ジと既設の橋梁床版1の下部とは、橋梁床版1の下面に
コンクリートアンカーにより止着されたプレート(図示
略)にボルト又は溶接などの手段により一体化結合し、
同時に増設主桁12と最外側の既設主桁3とを連結梁
(図示略)にて一体化結合するとともに、隣接増設主桁
12同志を一体化結合する。このように橋梁床版1の下
部全長にわたり、増設主桁12の一体化付設作業が完了
したのち、前記受梁7,吊金具5,6,吊足場2,滑車
9,転倒防止金具14などを撤去する。2. Description of the Related Art Conventionally, this type of existing bridge deck slab reinforcement method has been shown in FIGS. 5 to 8 in which a hanging scaffold 2 is constructed along the entire lower length of an existing bridge deck slab and this hanging scaffold 2 is used. Then, hanging fittings 5 and 6 are attached to the outermost existing main girders 3 constituting the bridge deck and the lower ends of the existing main girders 4 adjacent to the hanging main fittings at appropriate intervals. The long beam 7 is supported like a bridge. On the other hand, as shown in FIG. 7, at a specific portion of the suspension scaffold 2, a load take-out port 8 is provided by cutting out a part of the hanging scaffold 2, and two pieces are provided at the front and back of the lower surface of the bridge deck 1 corresponding to the load take-up port 8. A set of pulleys 9 is provided, and a winch wire 11 is laid around between the pulley 9 and a winch 10 installed on the ground, and an extension main girder 12 coupled to one end of the winch wire 11 is provided through the loading port 8. It is designed to be hoisted and supplied. Further, the plurality of receiving beams 7 facing the load port 8 are configured so that they can be moved in and out by a constant stroke as shown by arrows in the figure. Further, on the receiving beam 7, there is attached a sliding mount 13 for an additional main girder 12 having an upwardly U-shaped cross section in which a Teflon plate or the like is laid on the upper surface as shown in FIG. 8 over the entire length of the bridge deck 1. . The sliding mount 13 attached to the receiving beam 7 that moves in and out is separated from the sliding mounts 13 provided on the other receiving beams 7 so as to be able to come into contact with and separate from it. Reference numeral 14 shown in FIG. 8 denotes a fall prevention fitting of the extension main girder 12. Therefore, according to the conventional method for reinforcing the existing bridge deck slab 1, the receiving beam 7 corresponding to the loading port 8 is retracted to open the loading port 8 widely, and the winch 10 is driven as shown in FIG. Extension main girder 12 temporarily placed on the ground
Is lifted above the attachment position of the slide base 13 via the load port 8. In this state, the receiving beam 7 retracted is moved forward so that the front and rear ends of the sliding mount 13 attached to this receiving beam 7 are aligned with the sliding mounts 13 attached to other receiving beams 7. In this state, the lower end of the additional main girder 12 is lowered onto the slide base 13 by winch operation of the additional main girder 12, and then the winch wire 11 connected thereto is released, and the extended main girder 12 which has become free is predetermined by some means. Transport to a location. The upper flange of the extension main girder 12 and the lower part of the existing bridge deck 1 which have been transported to a predetermined position are bolted or welded to a plate (not shown) fixed to the lower surface of the bridge deck 1 by a concrete anchor. Integrated by the means of
At the same time, the additional main girders 12 and the existing outermost main girders 3 are integrally connected by a connecting beam (not shown), and the adjacent additional main girders 12 are integrally connected. In this way, after the work of integrally installing the extension main girders 12 is completed over the entire length of the lower part of the bridge deck 1, the receiving beams 7, the suspension fittings 5, 6, the suspension scaffolds 2, the pulleys 9, the fall prevention fittings 14, etc. To remove.
【0004】[0004]
【発明が解決しようとする課題】 上述した従来の既設
橋梁床版の補強工法には、次のような課題がある。 (a)増設主桁を支持し誘導する受梁が、最外側とこれ
に隣接する次段の既設主桁の下端に吊金具を介して支持
するようにしたので、受梁が長大化し鋼材重量が増大す
る。 (b)増設主桁を地上ウインチにより吊上げ供給するよ
うにしたため、橋梁床版の下面にウインチワイヤーを囲
繞する滑車を取付ける必要があり、この滑車の装着固定
に大きな信頼性が要求される。 (c)増設主桁の吊上げ供給部位に対応する受梁を出入
可能とする必要があり、その構成及び工法に煩雑性が伴
う。[Problems to be Solved by the Invention] The above-described conventional reinforcing method for an existing bridge deck has the following problems. (A) Since the receiving beam that supports and guides the additional main girder is designed to support the outermost side and the lower end of the existing main girder of the next stage adjacent to the outermost girder through the hanging metal fitting, the receiving beam becomes large and the weight of the steel material is increased. Will increase. (B) Since the additional main girder is hoisted and supplied by a winch above the ground, it is necessary to mount a pulley around the winch wire on the lower surface of the bridge slab, which requires great reliability in mounting and fixing the pulley. (C) It is necessary to allow the receiving beam corresponding to the hoisting and supplying part of the additional main girder to be able to enter and exit, which complicates the structure and construction method.
【0005】本発明の目的は、鋼材重量の軽減と仮設機
材の低減が図れる既設橋梁床版の補強方法を提供するこ
とにある。An object of the present invention is to provide a reinforcing method for an existing bridge deck which can reduce the weight of steel material and the amount of temporary equipment.
【0006】[0006]
【課題を解決するための手段】 上記目的は、既設橋梁
床版の下部全長に吊足場を構築する工法、この吊足場を
利用して、橋梁を構成する両最外側の既設主桁の下端適
当間隔毎に吊金具を付設するとともに、この各吊金具に
内側端を支持した水平姿勢の受桁の外側端と、前記橋梁
床版の外側縁部に上端を連結した垂直姿勢の連結杆の下
端とを連結して、橋梁床版の下部全長に架構を構築し、
該架構の特定個所に増設主桁をクレーンなどで吊上げ供
給する地上足場を形成する工程、前記架構上に平行2条
の軌条を付設する工程、軌条上に、前記地上足場を利用
してクレーンなどで吊上げ供給された増設主桁を横移動
搬入し乗載する工程、軌条上に乗載された増設主桁をチ
ルタンクなどの搬送手段で橋梁床版の下部所定個所に順
次運搬する工程、所定の位置に搬送された増設主桁の上
端部と橋梁床版の下部とを一体化結合し、同時に増設主
桁と前記最外側の既設主桁とを連結梁にて一体化結合す
るとともに、隣接増設主桁同志を一体化結合する工程、
橋梁床版の下部全長にわたり、増設主桁の一体化付設作
業が完了したのち、前記架構,地上足場,吊足場を撤去
する工程とからなることにより達成される。上記目的
は、請求項1において、前記増設主桁の上部フランジと
既設の橋梁床版との間に形成された間隙部にスペーサー
部材を充填介装するとともに、増設主桁の上部フランジ
と橋梁床版とを比較的長尺のコンクリートアンカーにて
連結結合し、更に増設主桁の上部フランジ両端縁全長と
橋梁床版の下面間に鋼板を橋架的に張設して前記間隙部
を密閉構造に形成せしめ、この密閉された間隙部全域に
モルタルを充填して増設主桁と橋梁床版を一体化結合す
るとともに、前記増設主桁と最外側の前記既設主桁とを
連結梁にて一体化結合することにより達成される。[Means for Solving the Problems] The above-mentioned object is to construct a suspension scaffold on the entire lower length of an existing bridge deck, and to use this suspension scaffold to properly select the lower ends of the existing outermost main girders on both outer sides of the bridge. The hanging brackets are attached at intervals, and the outer ends of the horizontal girders that support the inner ends of the hanging brackets and the lower ends of the vertical connecting rods that connect the upper ends to the outer edges of the bridge deck. By connecting with, a frame structure is constructed over the entire length of the lower part of the bridge deck,
A step of forming a ground scaffolding for supplying an additional main girder to a specific portion of the frame by a crane or the like, a step of attaching two parallel rails on the frame, a crane using the ground scaffolding on the rail, etc. The process of laterally moving in and loading the additional main girders that have been hoisted and supplied, and the step of sequentially transporting the additional main girders that are mounted on the rail to a predetermined lower part of the bridge deck by a transport means such as a chill tank. The upper end of the extension main girder transported to the position and the lower part of the bridge deck are integrally connected, and at the same time, the extension main girder and the existing outermost main girder are integrally connected by a connecting beam, and adjacently added. The process of integrally combining the main girders,
This is achieved by the step of removing the frame, the ground scaffold, and the suspension scaffold after the work of integrally attaching the additional main girder is completed over the entire length of the lower part of the bridge deck. The above-mentioned object is, in Claim 1, filling a spacer member in the gap formed between the upper flange of said additional main girder and the existing bridge deck, and additionally, the upper flange of said additional main girder and bridge floor. The slab is connected and connected with a relatively long concrete anchor, and a steel plate is bridged between the entire lengths of both upper flange end edges of the extension main girder and the lower surface of the bridge floor slab to form a sealed structure in the gap. Formed and filled the whole of the sealed gap with mortar to integrally connect the extension main girder and the bridge deck, and integrate the extension main girder and the outermost existing main girder with a connecting beam. It is achieved by combining.
【0007】[0007]
【発明の実施の形態】 図面について本発明工法を実施
する設備の一実施を説明する。図1は既設橋梁床版の全
長に作業用架台を付設し、所要個所に増設主桁の供給用
地上足場を設けた状態の側面図、図2は地上足場と増設
主桁の横移動状態を示す正面図、図3は増設主桁の軌条
縦送り状態を示す要部の側面図、図4は増設主桁の据付
け状態を示す要部の正面図である。BEST MODE FOR CARRYING OUT THE INVENTION One embodiment of equipment for carrying out the method of the present invention will be described with reference to the drawings. Fig. 1 is a side view of the existing bridge deck with a work platform attached to the entire length, and a ground scaffold for supplying additional main girders is provided at the required location. Fig. 2 shows the lateral movement of the ground scaffold and the additional main girder. FIG. 3 is a side view of an essential part showing a rail longitudinal feed state of the extension main girder, and FIG. 4 is a front view of an essential part showing an installation state of the extension main girder.
【0008】[0008]
【本発明施工設備の説明】 図面について本発明工法の
施工設備について説明する。図4に示すように、既設の
橋梁床版51の下部全長に吊足場52を構成し、この足
場52を利用して最外側の既設主桁53を構成する下部
フランジ53aに、立方枠構造をした吊金具54の上部
をかけ止め支持構造をもって付設する。前記吊金具54
の下部に、既設主桁53の長手軸線方向と直交する軸線
をもつ水平姿勢の受桁55の内側端部を支持せしめ、一
方、受桁55の外側端部に異形ロッド構造からなる垂直
姿勢の連結杆56の下端を分解可能に連結する。この連
結杆56の上端に形成した螺子部56aを、前記橋梁床
版51の縁端肩部に設けた取付け治具57に挿入しナッ
ト58に止着連結せしめ、ナット58と螺子部56aの
螺合調整により前記受桁55の水平度合が調整されるよ
うにしてある。このように構成された受桁55は図1に
示すように、既設主桁53の全長にわたって適当間隔毎
に付設することにより架構Aが構成される。そして、こ
のように構成された架構Aの受桁55上には、前記既設
主桁51の全長にそって平行2条の軌条59が付設せし
められる。図1,図2に示すように、所要個所に上面が
前記架構Aの上面と一致する地上足場Bを構築するとと
もに、この地上足場Bの上面に前記架構Aを構成する受
桁55の軸線と平行し、かつ、前記軌条59を含む範囲
に案内レール60が付設されている。図2の61は、前
記案内レール60上を横移動し、その前後部が前記軌条
59に接続される軌条枠で、前記地上足場Bの外側端上
面で、クレーン62により吊上げ供給される増設主桁6
3を軌条枠61上に乗載し、架構Aの軌条59に合致す
るまで横移動搬送するように構成し、軌条枠61上に搭
載した増設主桁63を軌条59に移し替えたのち元の位
置、つまり地上足場Bの外側端である増設主桁63の吊
上げ供給位置に戻るようにしたものである。従って、架
構Aの軌条59は、地上足場Bの巾に相当する範囲が欠
除された構造となっている。図中64は自走機能をもつ
チルタンクなどの搬送手段、65は転倒防止ワイヤー、
66は受梁、67は軌条すべり装置用ズレ止め金具であ
る。本発明工法の施工設備は上述のように構成されてい
る。[Explanation of Construction Equipment of the Present Invention] Construction equipment of the construction method of the present invention will be described with reference to the drawings. As shown in FIG. 4, a suspension scaffold 52 is formed along the entire lower length of the existing bridge deck 51, and a cubic frame structure is formed on the lower flange 53a that constitutes the outermost existing main girder 53 using the scaffold 52. The upper portion of the hanging metal fitting 54 is attached with a hooked support structure. The hanging fitting 54
The inner end of the horizontal girder 55 having an axis orthogonal to the longitudinal axis of the existing main girder 53 is supported at the lower part of the vertical girder 53, while the outer end of the girder 55 has a vertical attitude of a deformed rod structure. The lower end of the connecting rod 56 is connected so as to be disassembled. The screw portion 56a formed on the upper end of the connecting rod 56 is inserted into a mounting jig 57 provided on the edge shoulder portion of the bridge floor slab 51 and fixedly connected to a nut 58, and the nut 58 and the screw portion 56a are screwed together. The horizontal degree of the receiving girder 55 is adjusted by the adjustment. As shown in FIG. 1, the receiving girders 55 thus constructed are attached to the existing main girders 53 over the entire length thereof at appropriate intervals to form a frame A. On the receiving girder 55 of the frame A thus constructed, two parallel rails 59 are attached along the entire length of the existing main girder 51. As shown in FIG. 1 and FIG. 2, a ground scaffold B whose upper surface corresponds to the upper surface of the frame A is constructed at a required position, and the axis of the girder 55 constituting the frame A is formed on the upper surface of the ground scaffold B. A guide rail 60 is attached in parallel to the range including the rail 59. Reference numeral 61 in FIG. 2 denotes a rail frame which laterally moves on the guide rail 60 and whose front and rear portions are connected to the rail 59, and is an extension main body that is hoisted and supplied by a crane 62 on the outer end upper surface of the ground scaffold B. Digit 6
3 is mounted on the rail frame 61, and is configured to be transported laterally until it conforms to the rail 59 of the frame A. After the extension main girder 63 mounted on the rail frame 61 is transferred to the rail 59, The position is returned to the hoisting and supplying position of the additional main girder 63 which is the outer end of the ground scaffold B. Therefore, the rail 59 of the frame A has a structure in which the range corresponding to the width of the ground scaffold B is omitted. In the figure, 64 is a transportation means such as a chill tank having a self-propelled function, 65 is a fall prevention wire,
Reference numeral 66 is a receiving beam, and 67 is a shift stopper for the rail slip device. The construction equipment of the method of the present invention is configured as described above.
【0009】[0009]
【補修工法の説明】 図1に示すように、地上足場Bの
近傍に搬入された増設主桁63をクレーン62にて吊り
上げ、図2に示すように地上足場B上に設置した軌条枠
61上に乗載する。増設主桁63を乗載した軌条枠61
は矢印で示すように、軌条枠61と架構Aの軌条59と
が一致するまで横移動して停止する。その時点で搬送手
段64が駆動し、図3の矢印のように右方か左方に移動
して増設主桁63は架構Aの軌条59上に移し替えされ
て、更に所定の位置まで運行される。増設主桁63の取
付け位置が設定されたら、常法により増設主桁63の上
部フランジ63aと橋梁床版51の下部との一体化結合
工法が施されるとともに、増設主桁63と最外側既設主
桁53とを連結梁(図示略)にて一体化結合がなされ
る。又相隣れる増設主桁63同志はガセットプレートな
どの連結手段で一体化される。これらの工法が橋梁床版
51の全長に施工されたのち、架構A,地上足場B,吊
り足場52などを撤去し工事は完了する。[Explanation of Repair Method] As shown in FIG. 1, the extension main girder 63 carried in near the ground scaffold B is hoisted by the crane 62, and on the rail frame 61 installed on the ground scaffold B as shown in FIG. To board. Rail frame 61 on which extension main girder 63 is mounted
As shown by the arrow, moves horizontally and stops until the rail frame 61 and the rail 59 of the frame A coincide with each other. At that time, the transportation means 64 is driven, and the extension main girder 63 is moved to the right or left as shown by the arrow in FIG. 3 to be transferred onto the rail 59 of the frame A, and further operated to a predetermined position. It When the installation position of the extension main girder 63 is set, the upper flange 63a of the extension main girder 63 and the lower part of the bridge deck 51 are integrally combined by a conventional method, and the extension main girder 63 and the outermost existing The main girder 53 and the main girder 53 are integrally connected by a connecting beam (not shown). Further, the adjacent main extension girders 63 are integrated by a connecting means such as a gusset plate. After these construction methods have been applied to the entire length of the bridge deck slab 51, the frame A, the ground scaffold B, the suspension scaffold 52, etc. are removed and the construction is completed.
【0010】[0010]
【増設主桁の一体化結合工法の説明】 次に、図4につ
いて増設主桁63と橋梁床版51の一体化結合工法につ
いて説明する。増設主桁63の上部フランジ63aと橋
梁床版51との間には比較的大きな間隙部68が形成さ
れている。そして、上部フランジ63aの上面中央部と
橋梁床版51の間にスペーサー部材69を充填介装して
増設主桁63を仮固定する。この状態で上部フランジ6
3aを介して比較的長尺なコンクリートアンカー70を
橋梁床版51に打込み結合し、更に上部フランジ63a
の両縁全長と橋梁床版51の下面との間に、亜鉛メッキ
を施した鋼板、つまり塗装の必要がない鋼板71を橋架
的に張設して、前記間隙部68を密閉構造とする。前記
鋼板71と橋梁床版51の取合い部分にはシールテープ
(図示略)にてシールするとともに、比較的短尺なコン
クリートアンカー72を使用し、また上部フランジ63
aの下面と鋼板71の取合い部分にはシールテープ(図
示略)を用いる。このように密閉された間隙68の全域
に、任意個所からモルタル73を注入充填し、固化せし
めることにより増設主桁63は橋梁床版51の下部に一
体化結合される。尚、前記モルタル73として、無収縮
モルタル又は乾燥すると膨張するモルタルを使用するこ
とが望ましい。そして更に、前記増設主桁63と既設主
桁53とを連結梁(図示略)に一体化結合するものであ
る。[Explanation of integrated connection method of additional main girder] Next, an integrated connection method of the additional main girder 63 and the bridge deck 51 will be described with reference to FIG. A relatively large gap 68 is formed between the upper flange 63a of the extension main girder 63 and the bridge deck 51. Then, a spacer member 69 is filled and inserted between the central portion of the upper surface of the upper flange 63a and the bridge deck 51 to temporarily fix the additional main girder 63. In this state, the upper flange 6
The relatively long concrete anchor 70 is driven into the bridge floor slab 51 through the 3a to be connected, and the upper flange 63a
A galvanized steel plate, that is, a steel plate 71 that does not need to be painted, is bridge-stretched between the entire lengths of both edges and the lower surface of the bridge floor slab 51 to make the gap 68 a closed structure. A sealing tape (not shown) is used to seal the joint between the steel plate 71 and the bridge floor slab 51, and a relatively short concrete anchor 72 is used.
A seal tape (not shown) is used for the joint between the lower surface of a and the steel plate 71. The additional main girder 63 is integrally connected to the lower part of the bridge floor slab 51 by injecting and filling mortar 73 into the entire area of the gap 68 thus sealed from any position and solidifying the mortar 73. As the mortar 73, it is desirable to use non-shrink mortar or mortar that expands when dried. Further, the additional main girder 63 and the existing main girder 53 are integrally connected to a connecting beam (not shown).
【0011】[0011]
【発明の効果】 上述のように本発明の構成によれば、
次のような効果が得られる。 (a)従来工法に比べ、架構を構成する鋼材重量の軽減
と仮設機材の低減化が図れるばかりでなく、補強工法の
簡略化による既設橋梁床版の補強工事に要する工期の短
縮が合理的に図れる。 (b)増設主桁と橋梁床版の一体化結合が強化され、恒
久的な橋梁床版の補強構造が維持される。According to the configuration of the present invention as described above,
The following effects can be obtained. (A) Compared with the conventional construction method, not only can the weight of steel materials constituting the frame be reduced and the number of temporary equipment can be reduced, but also the construction period required for the reinforcement work of the existing bridge deck due to the simplification of the reinforcement construction method can be shortened reasonably. Can be achieved. (B) The integrated connection between the additional main girder and bridge slab will be strengthened, and the permanent reinforcement structure of the bridge slab will be maintained.
【図1】 既設橋梁床版の全長に作業用架台を付設し、
所要個所に増設主桁の供給用地上足場を設けた状態の側
面図である。[Fig. 1] Attaching a work platform to the entire length of the existing bridge deck,
It is a side view of a state where a ground scaffold for supply of additional main girders is provided at a required location.
【図2】 地上足場と増設主桁の横移動状態を示す正面
である。FIG. 2 is a front view showing a laterally moving state of a ground scaffold and an extension main girder.
【図3】 増設主桁の軌条縦送り状態を示す要部の側面
図である。FIG. 3 is a side view of an essential part showing a rail longitudinal feed state of the extension main girder.
【図4】 増設主桁の据付け状態を示す要部の正面図で
ある。FIG. 4 is a front view of a main part showing an installed state of the extension main girder.
【図5】 従来工法の受梁の設置と増設主桁の吊上げを
示す説明図である。[Fig. 5] Fig. 5 is an explanatory diagram showing installation of a receiving beam and lifting of an additional main girder by a conventional method.
【図6】 従来工法の受梁の出入を示す説明図である。FIG. 6 is an explanatory diagram showing the entrance and exit of a receiving beam of a conventional method.
【図7】 従来工法の荷取り口と増設主桁の吊上げを示
す説明図である。FIG. 7 is an explanatory view showing hoisting of a loading port and an additional main girder of a conventional method.
【図8】 従来工法の増設主桁の縦移動を示す説明図で
ある。FIG. 8 is an explanatory diagram showing a vertical movement of an extension main girder in the conventional method.
A 架構 B 地上足場 51 橋梁床版 52 吊足場 53 既設主桁 53a 既設主桁の下部フランジ 54 吊金具 55 受桁 56 連結杆 56a 螺子部 57 取付け金具 58 挿入ナット 59 軌条 60 案内レール 61 軌条枠 62 クレーン 63 増設主桁 63a 増設主桁の上部フランジ 64 チルタンク 65 転倒防止ワイヤー 66 受梁 67 軌条すべり装置用ズレ止め金具 68 間隙部 69 スペーサー部材 70 比較的長尺なコンクリートアンカー 71 鋼板 72 比較的短尺なコンクリートアンカー 73 モルタル A Frame B Ground scaffolding 51 Bridge floor slab 52 Suspension scaffolding 53 Existing main girder 53a Lower flange of existing main girder 54 Suspension fitting 55 Receiving girder 56 Connection rod 56a Screw part 57 Mounting bracket 58 Insertion nut 59 Rail 60 Rail guide 61 Rail frame 62 Crane 63 Extension main girder 63a Top flange of extension main girder 64 Chill tank 65 Fall prevention wire 66 Receiving beam 67 Rail slip device slip stopper 68 Gap 69 Spacer member 70 Relatively long concrete anchor 71 Steel plate 72 Relatively short length Concrete anchor 73 mortar
Claims (2)
する工法、 この吊足場を利用して、橋梁を構成する両最外側の既設
主桁の下端適当間隔毎に吊金具を付設するとともに、こ
の各吊金具に内側端を支持した水平姿勢の受桁の外側端
と、前記橋梁床版の外側縁部に上端を連結した垂直姿勢
の連結杆の下端とを連結して、橋梁床版の下部全長に架
構を構築し、該架構の特定個所に増設主桁をクレーンな
どで吊上げ供給する地上足場を形成する工程、 前記架構上に平行2条の軌条を付設する工程、 軌条上に、前記地上足場を利用してクレーンなどで吊上
げ供給された増設主桁を横移動搬入し乗載する工程、 軌条上に乗載された増設主桁をチルタンクなどの搬送手
段で橋梁床版の下部所定個所に順次運搬する工程、 所定の位置に搬送された増設主桁の上端部と橋梁床版の
下部とを一体化結合し、同時に増設主桁と前記最外側の
既設主桁とを連結梁にて一体化結合するとともに、隣接
増設主桁同志を一体化結合する工程、 橋梁床版の下部全長にわたり、増設主桁の一体化付設作
業が完了したのち、前記架構,地上足場,吊足場を撤去
する工程、 とからなることを特徴とする既設橋梁床版の補強工法。1. A method of constructing a suspension scaffolding along the entire lower length of an existing bridge deck, and using this suspension scaffolding, suspending metal fittings are attached at appropriate intervals at the lower ends of both outermost existing main girders constituting the bridge. At the same time, the outer ends of the horizontal girders that support the inner ends of the suspension fittings are connected to the lower ends of the vertical connecting rods that have the upper ends connected to the outer edges of the bridge deck to connect the bridge floors. The process of constructing a frame on the entire length of the lower part of the slab and forming a ground scaffolding to feed the additional main girder to a specific place of the frame by using a crane, the process of attaching two parallel rails on the frame, The process of laterally moving in and loading the additional main girder that has been supplied by hoisting with a crane using the above-mentioned ground scaffolding, the lower main girder on the railroad slab with the additional main girder mounted on the rail Process of sequentially transporting to a predetermined location, expansion carried to a predetermined position The upper end of the girder and the lower part of the bridge deck are integrally connected, and at the same time, the additional main girder and the existing outermost main girder are integrally connected with a connecting beam, and adjacent additional main girders are also integrally connected. And the step of removing the above-mentioned frame, ground scaffolding, and suspension scaffolding after the work of integrally attaching the additional main girders is completed over the entire length of the lower part of the bridge deck slab. Reinforcement method.
フランジと既設の橋梁床版との間に形成された間隙部に
スペーサー部材を充填介装するとともに、増設主桁の上
部フランジと橋梁床版とを比較的長尺のコンクリートア
ンカーにて連結結合し、更に増設主桁の上部フランジ両
端縁全長と橋梁床版の下面間に鋼板を橋架的に張設して
前記間隙部を密閉構造に形成せしめ、この密閉された間
隙部全域にモルタルを充填して増設主桁と橋梁床版を一
体化結合するとともに、前記増設主桁と最外側の前記既
設主桁とを連結梁にて一体化結合することを特徴とする
既設橋梁床版の補強工法。2. The spacer according to claim 1, wherein a gap is formed between the upper flange of the additional main girder and the existing bridge deck, and a spacer member is filled and inserted, and the upper flange of the additional main girder and the bridge The floor slab is connected and coupled with a relatively long concrete anchor, and a steel plate is bridged between the entire lengths of both upper flange ends of the extension main girder and the lower surface of the bridge floor slab to seal the gap. The main girder and bridge deck slab are integrally connected by filling mortar in the entire sealed gap, and the main girder and the existing outer main girder are integrated with a connecting beam. Reinforcement method for existing bridge floor slab characterized by chemical bonding.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP2309196A JPH09195230A (en) | 1996-01-16 | 1996-01-16 | Construction method of reinforcing existing bridge floor system |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP2309196A JPH09195230A (en) | 1996-01-16 | 1996-01-16 | Construction method of reinforcing existing bridge floor system |
Publications (1)
Publication Number | Publication Date |
---|---|
JPH09195230A true JPH09195230A (en) | 1997-07-29 |
Family
ID=12100770
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP2309196A Pending JPH09195230A (en) | 1996-01-16 | 1996-01-16 | Construction method of reinforcing existing bridge floor system |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPH09195230A (en) |
Cited By (5)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN104233962A (en) * | 2014-08-11 | 2014-12-24 | 王双其 | Method for reinforcing and strengthening main cable of suspension bridge |
CN106012811A (en) * | 2016-06-14 | 2016-10-12 | 江苏燕宁建设工程有限公司 | Construction method for integrally binding and hoisting reinforcing bars for pier body of vase type bridge pier |
CN109371858A (en) * | 2018-11-28 | 2019-02-22 | 南京工业大学 | A kind of device of the increase girder longitudinal supporting length for existing bridge |
JP2019090221A (en) * | 2017-11-14 | 2019-06-13 | 日本橋梁株式会社 | Composite girder removal method |
CN112681133A (en) * | 2020-11-30 | 2021-04-20 | 武汉市桥梁工程有限公司 | Steel arch bridge deck laminated slab hoisting process |
-
1996
- 1996-01-16 JP JP2309196A patent/JPH09195230A/en active Pending
Cited By (6)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
CN104233962A (en) * | 2014-08-11 | 2014-12-24 | 王双其 | Method for reinforcing and strengthening main cable of suspension bridge |
CN106012811A (en) * | 2016-06-14 | 2016-10-12 | 江苏燕宁建设工程有限公司 | Construction method for integrally binding and hoisting reinforcing bars for pier body of vase type bridge pier |
JP2019090221A (en) * | 2017-11-14 | 2019-06-13 | 日本橋梁株式会社 | Composite girder removal method |
CN109371858A (en) * | 2018-11-28 | 2019-02-22 | 南京工业大学 | A kind of device of the increase girder longitudinal supporting length for existing bridge |
CN109371858B (en) * | 2018-11-28 | 2024-01-12 | 南京工业大学 | Device for increasing longitudinal supporting length of main beam for existing bridge |
CN112681133A (en) * | 2020-11-30 | 2021-04-20 | 武汉市桥梁工程有限公司 | Steel arch bridge deck laminated slab hoisting process |
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